SW5200602_SW Calcs_20200820

STORMWATER
CALCULATIONS
WAKE ELECTRIC
YOUNGSVILLE, NORTH CAROLINA
Stantec Consulting
2127 Ayrsley Town Boulevard
Suite 300
Charlotte, North Carolina 28273 ► 1 1 1 / r t i,,,
[phone] 'N:`As Ro
Stantec Project No. 178440214 A _
1ST Submittal 06-10-2020 4/82
08/14/202
2nd Submittal 08-14-2020 "c'"..

TABLE OF CONTENTS
SECTION 1 -PROJECT OVERVIEW
SECTION 2 - EROSION CONTROL
SECTION 3 - STORM WATER MANAGEMENT
I. WATER QUANITY CALCULATIONS - SNAP TOOL
IL PEAK FLOW CALCULATION SUMMARY
III. STORM PIPE DESIGN CALCULATION
SECTION 4 -MISC. ATTACHMETNS
I. SOIL REPORT
IL GEO-TECHNICAL REPORT
III. NOAA RAINFALL DATA

PROJECT OVERVIEW
WAKE Electric project site is located at east side of Park Avenue near the intersection
of state Hwy 96 in the north of Youngsville, Franklin County, North Carolina, The
vicinity map is shown in Exhibit 1A.
The site is currently a developed commercial site with existing buildings, parking and
gravel yard. The total parcel area is approx. 30 acres. The area of disturbance will be
approx. 15.6 acres.
The proposed scope for this project consists of following:
• Clearing and grubbing
• Grading and Erosion Control.
• Installing drainage pipes and structures as well as detention ponds with
sandfilter for stormwater quality and quantity control.
• Installing new fire line, sewer line, etc..
• Constructing new building and building expansion as well as road expansion.
Installing asphalt, gravel pavement and concrete pavement, etc.
The existing drainage areas were delineated from field prepared topographic survey as
well as USGS quad map (See Quad Map in Exhibit 1 B and Existing Drainage Area
Map shown in Exhibit 2). There are two onsite drainage areas and two offsite drainage
areas.
• Onsite Basin 1 flows southeast to the existing ditches located on southern
project site and eastern boundary line respectively, and then study point 1 at
southeast corner of property line via overland flow as well as ditch flow.
• Onsite Basin 2 flows northwest to study point 2 an existing ditch at northern
boundary line via overland flow as well as concentrated flow.
• Offsite Basin 2A flows west and southwest to study point 2 via overland flow as
well as concentrated flow.
• Offsite Basin 2B flows northwest and then northeast to study point 3 via
overland flow as well as ditch flow.

The proposed drainage areas were delineated from field prepared topographic survey
as well as proposed grading and drainage plan (See Proposed Drainage Area Map
shown in Exhibit 3). There are four onsite drainage areas and three offsite drainage
areas.
Onsite Basin 1A runoff is conveyed to the proposed sandfilter 1 via proposed
piping system A and overland flow, and then combined with bypass onsite
basin 1 B to study point 1. The proposed sandfilter 1 will provide water quality
treatment for onsite basin 1A. Minimum of 12" freeboard is provided for 100 yr
storm event.
• Onsite Basin 2A runoff is conveyed to the proposed sandfilter 2 via proposed
piping system C and overland flow, and then combined with bypass onsite
basin 2B and 2C to study point 2. The proposed sandfilter 2 will provide water
quality treatment for onsite basin 2A. Minimum of 12" freeboard is provided for
100 yr storm event.
Per NC DEQ Stormwater Design Manual, Chapter B, the Hydrology modeling analysis,
sandfilter and level spreader -filter strips design followed the NRCS method. Pipe
design followed Rational method as well as other generally accepted engineering
practices.
Hydraflow Hydrographs Extension was used to model all drainage systems in pre and
post development condition and Autodesk Storm and Sanitary Analysis was used for
storm pipe design. Pre -development runoff coefficient (C) and curve number (CN)
calculations were based on field surveys and site visits. Post runoff coefficient (C) and
curve number (CN) calculations were based on the proposed site plan (See Exhibit 4
for pre and post CN calculation and Exhibit 5 for runoff coefficient C calculation). The
design storm events 1,2,5,10, 25, 50 and 100 year were based on the rainfall data from
NOAA website (https:Hhdsc.nws.noaa.aov/hdsc/pfds/). Time of concentration was
determined using the TR55 method (See Exhibit 6 for detailed calculation). Sand filter
design was based on NCDEQ Stormwater BMP Manual, C-6 and underdrain design
was based on NCDEQ Stormwater Design Manual, A-4, Level Spreader —Filter Strip
design was based on NCDEQ Stormwater BMP Manual, C-9.

EROSION CONTROL
The control of sediment and erosion from the site during construction will be controlled
with the usage of many Best Management Practices (BMP). These BMP's include
weekly inspections, temporary sediment basins , temporary and permanent seeding, silt
fence, inlet protection on existing and proposed storm structures, riprap on outfall outlets,
construction entrance and exit, etc.

STORMWATER MANAGEMENT
WATER QUALTY CALCULATION
The total onsite impervious area for pre -development condition is 439,057 sf
and total onsite impervious area for post -development condition is 612,789 sf.
There are 173,732 sf of impervious area added to the project site.
Since majority of proposed BUA is built on top of existing BUA and remaining
BUA will be considered as grandfathered in, therefore only additional
proposed impervious areas from the entire project site will require water quality
treatment. (see Exhibit 3C for pre and post BUA summary maps)
Receiving water for this project site is Tar -Pamlico. Tar -Pamlico basin is NSW
water, the nutrient strategy rules is required to controls and reduces nitrogen
and phosphorus loads per NCDEQ stormwater rules 15A NCAC 0213.0731.
Proposed sandfilter 1 combined with level spreader -filter strip and
proposed sandfilter 2 combined with level spreader -filter strip together will treat
185,445 sf of impervious area and provide total nitrogen loading rate of 3.66
Ib/ac/yr and total phosphors loading rate of 0.62 Ib/ac/yr respectively which
meets the NCDEQ stormwater rules as defined in 15A NCAC 02H.1002:
a nitrogen loading rate target of 4.0 pounds/acre/year and a phosphorus loading rate
target of 0.8 pounds/acre/year. NCDEQ SNAP Tool is used for the nutrient
analysis and 10 yr storm event is used to design level spreader -filter strips. (see
Exhibit 7 for sanfilter calculation, Exhibit 8A for sanfilter sections, Exhibit 8B for level
spreader -filter strip details and Exhibit 9 for SNAP Tool Summary Sheets)

II PEAK FLOW CALCULATION SUMMARY (REFRENCE ONLY)
Following tables show the comparisons of the pre and post rates of runoff at each study point
for 1-, 2-, 10-, 25-, and 100- year storm events:
STUDY POINT 1
Storm Event
pre -development
(cfs)
Post Development
(cfs)
1 yr
13.67
10.62
2 yr
22.26
16.53
10 yr
46.18
34.24
25 yr
66.37
52.66
100 yr
107.12
102.17
STUDY POINT 2
Storm Event
pre -development
(cfs)
Post Development
(cfs)
1 yr
19.49
28.99
2 yr
30.76
40.71
10 yr
62.71
71.58
25 yr
89.21
96.50
100 yr
142.35
146.46
See Exhibit 10 for Hydrograph Output.

III STORM PIPE DESIGN CALCULATION
Exhibit 11 — Storm Pipe Design — SSA Output
Exhibit 15 - Inlet/Outlet of proposed SCMs protection Calculation

MISC. ATTACHMENTS
SOIL REPORT
Exhibit 12
II GEO-TECHNICAL REPORT
Exhibit 13
III NOAA RAINFALL DATA
Exhibit 14

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WAKE
CN Curve Number Calculations - On Site Drainage Areas (Pre)
EXHIBIT 4
Project:
WAKE
Owner:
WAKE ELECTRIC
Engineer:
Stantec
Project No.:
178440214
PRE-Onsite Basin 2
A. Pre Development CN
Total Area: 10.78 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
3.50
152,349
Asphalt/Bldg
B
98
342.75
7.29
317,388
GRASS
B
61
444.46
10.78
469,737
Pre Development (weighted) CN =
1 73.00
PRE-Onsite Basin 1
Total Area: 19.22 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
2.58
112,509
Asphalt/Bldg
B
98
253.12
12.64
550,527
GRASS
B
61
770.94
4.00
174,199
GRAVEL
B
85
339.92
19.22
837,235
Pre Development (weighted) CN =
70.97
Page 1 of 1

WAKE
CN Curve Number Calculations - Off Site Drainage Areas (Pre and Post)
Project:
WAKE
Owner:
WAKE ELECTRIC
Engineer:
Stantec
Project No.:
178440214
Offsite Basin 2A
A. Pre Development CN
Total Area: 1.07 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
1.07
46,778
GRASS
B
61
65.51
0.00
0
ROAD/BDG
B
98
0.00
1.07
46,778
Pre Development (weighted) CN =
61.00
Offsite Basin 2B
A. Pre/Post Development CN
Total Area: 5.47 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
4.21
183,522
GRASS
B
61
257.00
1.26
54,754
ROAD
B
98
123.18
5.47
1 238,276
1 Pre/Post
Development (weighted) CN =
1 69.50
Offsite Basin 2A
A. Post Development CN
Total Area: 0.82 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
0.82
35,933
GRASS
B
61
50.32
0.00
0
ROAD
B
98
0.00
0.82
1 35,933
1 Post Development
(weighted) CN =
1 61.00
Page 1 of 2

WAKE
CN Curve Number Calculations - Off Site Drainage Areas (Pre and Post)
Project:
WAKE
Owner:
WAKE ELECTRIC
Engineer:
Stantec
Project No.:
178440214
Offsite Basin 2C
A. Post Development CN
Total Area: 0.25 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
0.25
10,962
GRASS
B
61
15.35
0.00
0
ROAD
B
98
0.00
0.25
1 10,962
1 Post Development (weighted) CN =
1 61.00
Page 2 of 2

WAKE
CN Curve Number Calculations - On Site Drainage Areas (Post)
Project: WAKE
Owner: WAKE ELECTRIC
Engineer: Stantec
Project No.: 178440214
POST-ONSITE BASIN 1A TO POND 1 TO STY PT 1
Post Development CN
Total Area: 5.88 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
2.56
111,567
Grass
B
61
156.23
0.52
22,467
Asphalt/Bldg
B
98
50.55
2.81
122,220
Gravel
I
I B
85
238.49
5.88
256,254
Post Development (weighted) CN =
75.69
POST-ONSITE BASIN 1B BYPASS POND 1 TO STY PT 1
Post Development CN
Total Area: 12.43 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
7.94
345,711
Grass
B
61
484.12
2.37
103,370
Asphalt/Bldg
B
98
232.56
2.12
92,234
Gravel
I
I B
85
179.98
12.43
541,315
Post Development (weighted) CN =
72.15
POST-ONSITE BASIN 2A TO POND 2 TO STY PT 2
Post Development CN
Total Area: 1.88 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
0.95
41,346
Grass
B
69
65.49
0.17
7,341
Asphalt/Bldg
B
98
16.52
0.77
33,417
Gravel
I
I B
85
65.21
1.88
82,104
Post Development (weighted) CN =
78.11
1 of 2

WAKE
POST-ONSITE BASIN 2C BYPASS POND 2 TO STY PT 2
Post Development CN
Total Area: 4.19 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
0.13
5,880
Grass
B
69
9.31
3.55
154,700
Asphalt/Bldg
B
98
348.04
0.50
21,869
Gravel
I
I B
85
42.67
4.19
182,449
Post Development (weighted) CN =
95.51
POST-ONSITE BASIN 2B BYPASS POND 2 TO STY PT 2
Post Development CN
Total Area: 5.62 Acres
Acreage
Square
Feet
Land Use
Soil Type
Hydrologic
Group
CN
(Total Area AC)x(CN)
4.35
189,679
Grass
B
69
300.46
1.27
55,171
Asphalt/Bldg
B
98
124.12
0.00
0
Gravel
I
I B
85
0.00
5.62
244,850
Post Development (weighted) CN =
75.53
2 of 2

WAKE
C (Post)
EXHIBIT 5
Project:
Wake Electric
Owner:
Engineer:
Stantec
Project No.:
178440214
G2
A.
Post Development
Total Area: 1.982
AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.970
42,238
NAT/GRASS
0.3
0.29
0.000
0
GRAVEL
0.5
0.00
1.013
44,116
RD, PARKING, BLDG
0.95
0.96
0.000
0.00
OTHER
0
0.00
1.982
86354.00
Post Development (weighted) c =
0.63
C3-ROOF
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.000
0
GRAVEL
0.5
0.00
0.171
7,439
RD, PARKING, BLDG
0.95
0.16
0.000
0.00
OTHER
0
0.00
0.171
7439.00
Post Development (weighted) c =
0.95
C3
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.259
11,278
NAT/GRASS
0.3
0.08
0.067
2,909
GRAVEL
0.5
0.03
0.000
0
RD, PARKING, BLDG
0.95
0.00
0.000
0.00
OTHER
0
0.00
0.326
14187.00
Post Development (weighted) c =
0.34
Page 1 of 6

WAKE
C (Post)
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
C2
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.628
27,358
GRAVEL
0.5
0.31
0.000
0
RD, PARKING, BLDG
0.95
0.00
0.000
0.00
OTHER
0
0.00
0.628
27358.00
Post Development (weighted) c =
0.50
B7-ROOF
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.000
0
GRAVEL
0.5
0.00
0.052
2,257
RD, PARKING, BLDG
0.95
0.05
0.000
0.00
OTHER
0
0.00
0.052
2257.00
Post Development (weighted) c =
0.95
B7
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.042
1,821
GRAVEL
0.5
0.02
0.033
1,418
RD, PARKING, BLDG
0.95
0.03
0.000
0.00
OTHER
0
0.00
0.074
3239.00
Post Development (weighted) c =
0.70
Page 2 of 6

WAKE
C (Post)
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
B6
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.332
14,474
GRAVEL
0.5
0.17
0.031
1,372
RD, PARKING, BLDG
0.95
0.03
0.000
0.00
OTHER
0
0.00
0.364
15846.00
Post Development (weighted) c =
0.54
B5
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.109
4,759
GRAVEL
0.5
0.05
0.641
27,936
RD, PARKING, BLDG
0.95
0.61
0.000
0.00
OTHER
0
0.00
0.751
32695.00
Post Development (weighted) c =
0.88
64-ROOF
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.000
0
GRAVEL
0.5
0.00
0.455
19,808
RD, PARKING, BLDG
0.95
0.43
0.000
0.00
OTHER
0
0.00
0.455
19808.00
Post Development (weighted) c =
0.95
Page 3 of 6

WAKE
C (Post)
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
63-ROOF
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.000
0
GRAVEL
0.5
0.00
0.163
7,082
RD, PARKING, BLDG
0.95
0.15
0.000
0.00
OTHER
0
0.00
0.163
7082.00
Post Development (weighted) c =
0.95
B3
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.058
2,535
GRAVEL
0.5
0.03
0.137
5,955
RD, PARKING, BLDG
0.95
0.13
0.000
0.00
OTHER
0
0.00
0.195
8490.00
Post Development (weighted) c =
0.82
62.1-ROOF
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.000
0
GRAVEL
0.5
0.00
1.798
78,340
RD, PARKING, BLDG
0.95
1.71
0.000
0.00
OTHER
0
0.00
1.798
78340.00
Post Development (weighted) c =
0.95
Page 4 of 6

WAKE
C (Post)
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
A4-ROOF
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.000
0
GRAVEL
0.5
0.00
0.063
2,749
RD, PARKING, BLDG
0.95
0.06
0.000
0.00
OTHER
0
0.00
0.063
2749.00
Post Development (weighted) c =
0.95
A4
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.103
4,467
NAT/GRASS
0.3
0.03
0.664
28,925
GRAVEL
0.5
0.33
0.263
11,477
RD, PARKING, BLDG
0.95
0.25
0.000
0.00
OTHER
0
0.00
1.030
44869.00
Post Development (weighted) c =
0.60
A3
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
0.000
0
NAT/GRASS
0.3
0.00
0.660
28,761
GRAVEL
0.5
0.33
0.030
1,297
RD, PARKING, BLDG
0.95
0.03
0.000
0.00
OTHER
0
0.00
0.690
30058.00
Post Development (weighted) c =
0.52
Page 5 of 6

WAKE
C (Post)
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
DITCH 1
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
1.229
53,549
NAT/GRASS
0.3
0.37
1.170
50,967
GRAVEL
0.5
0.59
0.139
6,062
RD, PARKING, BLDG
0.95
0.13
0.000
0.00
OTHER
0
0.00
2.539
110578.00
Post Development (weighted) c =
0.43
DITCH 2
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
1.319
57,462
NAT/GRASS
0.3
0.40
0.460
20,045
GRAVEL
0.5
0.23
0.158
6,869
RD, PARKING, BLDG
0.95
0.15
0.000
0.00
OTHER
0
0.00
1.937
84376.00
Post Development (weighted) c =
0.40
DITCH 2b
A. Post Development
Total Area: NAT/GRASS AC
Acreage
Square
Feet
Land Use
C
(Total Area AC)x(c)
1.942
84,578
NAT/GRASS
0.3
0.58
0.930
40,521
GRAVEL
0.5
0.47
0.563
24,509
RD, PARKING, BLDG
0.95
0.53
1.982
86354.00
OTHER (G2)
0.63
1.25
5.417
235962.00
Post Development (weighted) c =
0.52
Page 6 of 6

EXHIBIT 6
WAKE
TIME OF CONCENTRATION
6/5/2020
PRE DEVELOPMENT TOC (ONSITE BASIN 1 )
Tc = Tt1+Tt2+Tt3... Tn
where, Tc = time of concentratioin (hr), and
n = number of flow segments
1) Sheet Flow
Tt=(0.007(nL)A0. 8) / ((P2)A0.5(S)A0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (fUft)
Paved Segment:
Mannings n = 0.011
Paved length = 0
Paved slope = 0.01
Tt = 0.00 hrs
Unpaved Segment:
Mannings n = 0.2
Unpaved Length = 100
Unpaved Slope = 0.02
Tt = 0.20 hrs
Tt1 = 0.20 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where: Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion from seconds to hours
Paved Segment:
V = 20.3282 (S)A0.5
Paved length = 0
Paved slope = 0.013
Velocity = 2.32 ft/sec
Tt= 0.00 hrs
Unpaved Segment (1):
V = 16.1345 (S)A0.5
Unpaved Length = 160
Unpaved Slope = 0.01
Velocity = 1.61 ft/sec
Tt= 0.03 hrs
Tt2 = 0.03 hrs
Unpaved Segment (2):
V = 16.1345 (S)A0.5
Unpaved Length = 0
Unpaved Slope = 0.16
Velocity = 6.45 ft/sec
Tt = 0.000 hrs
Tt2 = 0.00 hrs
3) PIPE/CHANNEL flow
Tt = L / (3600 V)
L (length)= 1185 ft SWALE
V=(1.4g(DA2/3 *(s)A 1 /2)/n
s (slope)= 0.018 ft/ft
n (mannings)= 0.13
V= 1.54 ft/sec ASSUMED
1
Tt = 0.214 hrs
Tt = L / (3600 V)
L (length)= 0 ft PIPE
V=(1.4g(DA2/3 *(s)A 1 /2)/n
s (slope)= 0.036 ft/ft
n (mannings)= 0.013
V= 21.75 ft/sec ASSUMED
1
Tt = 0.000 hrs
Tt3 = 0.214 hrs
MIN.
TC(total)=
0.44
TC(total)=
26.34
USE:
25

WAKE
TIME OF CONCENTRATION
6/5/2020
PRE DEVELOPMENT TOC (ONSITE BASIN 2 )
Tc = Tt1+Tt2+Tt3... Tn
where, Tc = time of concentratioin (hr), and
n = number of flow segments
1) Sheet Flow
Tt=(0.007(nL)A0. 8) / ((P2)A0.5(S)A0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (fUft)
Paved Segment:
Mannings n = 0.011
Paved length = 0
Paved slope = 0.01
Tt = 0.00 hrs
Unpaved Segment:
Mannings n = 0.15
Unpaved Length = 100
Unpaved Slope = 0.02
Tt = 0.16 hrs
Tt1 = 0.16 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where: Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion from seconds to hours
Paved Segment:
V = 20.3282 (S)A0.5
Paved length = 0
Paved slope = 0.013
Velocity = 2.32 ft/sec
Tt= 0.00 hrs
Unpaved Segment (1):
V = 16.1345 (S)A0.5
Unpaved Length = 669
Unpaved Slope = 0.03
Velocity = 2.79 ft/sec
Tt= 0.07 hrs
Tt2 = 0.07 hrs
Unpaved Segment (2):
V = 16.1345 (S)A0.5
Unpaved Length =
Unpaved Slope = 0.16
Velocity = 6.45 ft/sec
Tt= 0.000 hrs
Tt2 = 0.00 hrs
3) PIPE/CHANNEL flow
Tt = L / (3600 V)
L (length)= ft SWALE
V=(1.49(DA2/3*(s)A1 /2)/n
s (slope)= 0.006 ft/ft
n (mannings)= 0.125
V= 0.92 ft/sec ASSUMED
1
Tt = 0.000 hrs
Tt = L / (3600 V)
L (length)= 0 ft PIPE
V=(1.49(DA2/3 *(s)A 1 /2)/n
s (slope)= 0.036 ft/ft
n (mannings)= 0.013
V= 21.75 ft/sec ASSUMED
1
Tt = 0.000 hrs
Tt3 = 0.000 hrs
MIN.
TC(total)=
0.22
TC(total)=
13.40
USE:
10

WAKE
TIME OF CONCENTRATION
6/5/2020
PRE DEVELOPMENT TOC (OFFSITE BASIN 2B )
Tc = Tt1+Tt2+Tt3... Tn
where, Tc = time of concentratioin (hr), and
n = number of flow segments
1) Sheet Flow
Tt=(0.007(nL)A0. 8) / ((P2)A0.5(S)A0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (fUft)
Paved Segment:
Mannings n = 0.011
Paved length = 0
Paved slope = 0.01
Tt = 0.00 hrs
Unpaved Segment:
Mannings n = 0.1
Unpaved Length = 100
Unpaved Slope = 0.02
Tt = 0.11 hrs
Tt1 = 0.11 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where: Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion from seconds to hours
Paved Segment:
V = 20.3282 (S)A0.5
Paved length = 0
Paved slope = 0.013
Velocity = 2.32 ft/sec
Tt= 0.00 hrs
Unpaved Segment (1):
V = 16.1345 (S)A0.5
Unpaved Length = 928
Unpaved Slope = 0.02
Velocity = 2.28 ft/sec
Tt= 0.11 hrs
Tt2 = 0.11 hrs
Unpaved Segment (2):
V = 16.1345 (S)A0.5
Unpaved Length =
Unpaved Slope = 0.16
Velocity = 6.45 ft/sec
Tt= 0.000 hrs
Tt2 = 0.00 hrs
3) PIPE/CHANNEL flow
Tt = L / (3600 V)
L (length)= ft SWALE
V=(1.49(DA2/3*(s)A1 /2)/n
s (slope)= 0.006 ft/ft
n (mannings)= 0.125
V= 0.92 ft/sec ASSUMED
1
Tt = 0.000 hrs
Tt = L / (3600 V)
L (length)= 0 ft PIPE
V=(1.49(DA2/3 *(s)A 1 /2)/n
s (slope)= 0.036 ft/ft
n (mannings)= 0.013
V= 21.75 ft/sec ASSUMED
1
Tt = 0.000 hrs
Tt3 = 0.000 hrs
MIN.
TC(total)=
0.23
TC(total)=
13.58
USE:
10

WAKE
TIME OF CONCENTRATION
6/5/2020
POST DEVELOPMENT TOC (ONSITE BASIN 1A TO POND 1 )
Tc = Tt1+Tt2+Tt3... Tn
where, Tc = time of concentratioin (hr), and
n = number of flow segments
1) Sheet Flow
Tt=(0.007(nL)A0. 8) / ((P2)A0.5(S)A0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (fUft)
Paved Segment:
Mannings n = 0.011
Paved length = 0
Paved slope = 0.02
Tt = 0.00 hrs
Unpaved Segment:
Mannings n = 0.2
Unpaved Length = 53
Unpaved Slope = 0.09
Tt = 0.07 hrs
Tt1 = 0.07 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where: Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion
from seconds to hours
Paved Segment:
V = 20.3282 (S)A0.5
Paved length =
306
Paved slope =
0.02
Velocity =
2.87 ft/sec
Tt=
0.03 hrs
Unpaved Segment (1):
V = 16.1345 (S)A0.5
Unpaved Length =
0
Unpaved Slope =
0.01
Velocity =
1.61 ft/sec
Tt=
0.00 hrs
Tt2 =
0.03 hrs
Unpaved Segment (2):
V = 16.1345 (S)A0.5
Unpaved Length =
0
Unpaved Slope =
0.16
Velocity =
6.45 ft/sec
Tt =
0.000 hrs
Tt2 =
0.00 hrs
3) PIPE/CHANNEL flow
Tt = L / (3600 V)
L (length)=
0 ft
SWALE
V=(1.49(DA2/3 *(s)A 1 /2)/n
s (slope)=
0.018 ft/ft
n (mannings)=
0.13
V=
1.54 ft/sec
ASSUMED
1
Tt =
0.000 hrs
Tt = L / (3600 V)
L (length)=
423 ft
PIPE
V=(1.49(DA2/3 *(s)A 1 /2)/n
s (slope)=
0.01 ft/ft
n (mannings)=
0.013
V=
11.46 ft/sec
ASSUMED
1
Tt =
0.010 hrs
Tt3 = 0.010 hrs
MIN.
TC(total)=
0.10
TC(total)=
6.29
USE:
5

EXHIBIT 7
DESIGN PROCEDURE FORM - SAND FILTER 1 (WAKE)
NCDEQ Stormwater Design Manual B
NCDEQ Stormwater BMP Manual C-6
PRELIMINARY
HYDRO CALCULATIONS
Atotai =
5.88
acres (drainage area)
Amper =
3.32
acres (impervious)
% Impery =
56%
Compute DV volume requirements
Compute Runoff Coefficient, Rv
Rv =
0.558
= 0.05 + 0.009' I (where I = % imperv. ' 100)
Compute Design Volume DV (WQ j
DV =
11914
cu-ft
= 3630'1.0Rv' A
Compute Discounted Design Volume
DDV=
8935
cu-ft
0.75'DV
Required
SAND
FILTER DESIGN
1.
Size filtration bed chamber
MIN REQUIRED AREA
Af=
4,468
ft2 (surface area)
= DDV / H
Using length to width (2:1) ratio
Lmin =
60.0
ft
Wmin =
74.46
ft
H =
2
ft (water depth above filter-ponding depth)
DESIGNEDAREA
Af(used)=
4,500
ft2 (area)
Lused =
ft
Wused -
ft
2.
sedimentation chamber + storage volume
THE MIN. COMBINDED
VOLUME OF SEDIMENT CHAMBER
AND STORAGE
ABOVE SANDFILTER MEDIA IS 0.75 TIMES THE TREATMENT VOLUME.
0.75 x treatment volume
8935
cu-ft
0.75'DV
min. required
Combind Voulme Provided
V=
20,534
cu-ft
at elevation 444
Maintain Sand Filter Media such that the Infiltration Rate is greater or equal to 2 inches per hour.

DESIGN PROCEDURE FORM - SAND FILTER 1 UNDER DRAIN (WAKE)
NCDEQ Stormwater Design Manual A-5 COMMON SCM STRUCTURES & MATERIALS / UNDERDRAIN SYSTEM
Sand Filter Bed Chamber Area
A=
4500
ft2 (surface area)
UNDER DRAIN DESIGN
1.
Underdrain design flow
Compute from Darcy's Law
Q=
0.35
ft3/sec
Q = K' A' ((hf+Df) / Df))
H =
2
ft (maximum ponding)
hf =
1
ft (average water depth above filter)
Infiltration Rate 2" / hr
K =
0.00004630
ft / sec (hydraulic conductivity)
Df =
1.5
ft (depth of sand filter)
Safety Factor
10
Design Flow
Qp
3.47
ft3/sec
Qp=Safety Factor X Q
2.
Underdrain pipe size
D=
12.70
inches
D = 16'[(Q'n)/So.e](3i8)
n=
0.011
roughness factor
S
0.005
ft/ft
internal slope
Qp
3.47
ft3/sec
underdrain design flow
Use 5-6" pipes
A-5 page 13 table 2

DESIGN PROCEDURE FORM - SAND FILTER 2 (WAKE)
NCDEQ Stormwater Design Manual B
NCDEQ Stormwater BMP Manual C-6
PRELIMINARY
HYDRO CALCULATIONS
Atotai =
1.88
acres (drainage area)
Amper =
0.94
acres (impervious)
% Impery =
50%
Compute DV volume requirements
Compute Runoff Coefficient, Rv
Rv =
0.500
= 0.05 + 0.009' I (where I = % imperv. ' 100)
Compute Design Volume DV (WQ j
DV =
3412
cu-ft
= 3630'1.0Rv' A
Compute Discounted Design Volume
DDV=
2559
cu-ft
0.75'DV
Required
SAND
FILTER DESIGN
1.
Size filtration bed chamber
MIN REQUIRED AREA
Af=
1,280
ft2 (surface area)
= DDV / H
Using length to width (2:1) ratio
Lmin =
50.0
ft
Wmin =
25.59
ft
H =
2
ft (water depth above filter-ponding depth)
DESIGNEDAREA
Af(used)=
1,500
ft2 (area)
Lused =
ft
Wused =
ft
2.
sedimentation chamber + storage volume
THE MIN. COMBINDED
VOLUME OF SEDIMENT CHAMBER
AND STORAGE
ABOVE SANDFILTER MEDIA IS 0.75 TIMES THE TREATMENT VOLUME.
0.75 x treatment volume
2559
cu-ft
0.75'DV
min. required
Combind Voulme Provided
V=
13,426
cu-ft
at elevation 448
Maintain Sand Filter Media such that the Infiltration Rate is greater or equal to 2 inches per hour.

DESIGN PROCEDURE FORM - SAND FILTER 2 UNDER DRAIN (WAKE)
NCDEQ Stormwater Design Manual A-5 COMMON SCM STRUCTURES & MATERIALS / UNDERDRAIN SYSTEM
Sand Filter Bed Chamber Area
A=
1500
ft2 (surface area)
UNDER DRAIN DESIGN
1.
Underdrain design flow
Compute from Darcy's Law
Q=
0.12
ft3/sec
Q = K' A' ((hf+Df) / Df))
H =
2
ft (maximum ponding)
hf =
1
ft (average water depth above filter)
Infiltration Rate 2" / hr
K =
0.00004630
ft / sec (hydraulic conductivity)
Df =
1.5
ft (depth of sand filter)
Safety Factor
10
Design Flow
Qp
1.16
ft3/sec
Qp=Safety Factor X Q
2.
Underdrain pipe size
D=
8.41
inches
D = 16'[(Q'n)/So.e](3i8)
n=
0.011
roughness factor
S
0.005
ft/ft
internal slope
Qp
1.16
ft3/sec
underdrain design flow
Use 3-6" pipes
A-5 page 13 table 2

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9

Hydraflow Table of Contents EXHIBIT 10 wake.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hydrograph Return Period Recap............................................................................. 1
1 -Year
SummaryReport
.........................................................................................................................
2
HydrographReports...................................................................................................................
3
Hydrograph No.
1, SCS Runoff, onsite basin 1 to sty pt 1 - pre ...............................................
3
Hydrograph No.
3, SCS Runoff, onsite basin 2 - pre...............................................................
4
Hydrograph No.
4, SCS Runoff, offsite basin 2A - pre.............................................................
5
Hydrograph No.
5, SCS Runoff, offsite basin 213-pre...............................................................
6
Hydrograph No.
6, Combine, sty pt 2 - pre...............................................................................
7
Hydrograph No.
8, SCS Runoff, basin 1 A to sandfilter 1-post.................................................
8
Hydrograph No.
9, Reservoir, thru sanfilter 1...........................................................................
9
Pond Report
- <Sandfilter 1>.............................................................................................
10
Hydrograph No.
10, SCS Runoff, onsite basin 1 B byass sandfilter 1- post ...........................
11
Hydrograph No.
11, Combine, sty pt 1 - POST......................................................................
12
Hydrograph No.
13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................
13
Hydrograph No.
14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................
14
Hydrograph No.
15, Combine, combind to sandfilter 2..........................................................
15
Hydrograph No.
16, Reservoir, thru sandfilter 2.....................................................................
16
Pond Report
- <sandfilter 2>..............................................................................................
17
Hydrograph No.
17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................
18
Hydrograph No.
18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................
19
Hydrograph No.
19, SCS Runoff, offsite basin 2A - post .......................................................
20
Hydrograph No.
20, SCS Runoff, offsite basin 213-post.........................................................
21
Hydrograph No.
21, Combine, sty pt 2 - POST......................................................................
22
2 - Year
SummaryReport
.......................................................................................................................
23
HydrographReports.................................................................................................................
24
Hydrograph No.
1, SCS Runoff, onsite basin 1 to sty pt 1 - pre .............................................
24
Hydrograph No.
3, SCS Runoff, onsite basin 2 - pre.............................................................
25
Hydrograph No.
4, SCS Runoff, offsite basin 2A - pre...........................................................
26
Hydrograph No.
5, SCS Runoff, offsite basin 213-pre.............................................................
27
Hydrograph No.
6, Combine, sty pt 2 - pre.............................................................................
28
Hydrograph No.
8, SCS Runoff, basin 1 A to sandfilter 1-post...............................................
29
Hydrograph No.
9, Reservoir, thru sanfilter 1.........................................................................
30
Hydrograph No.
10, SCS Runoff, onsite basin 1 B byass sandfilter 1- post ...........................
31
Hydrograph No.
11, Combine, sty pt 1 - POST......................................................................
32
Hydrograph No.
13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................
33
Hydrograph No.
14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................
34
Hydrograph No.
15, Combine, combind to sandfilter 2..........................................................
35
Hydrograph No.
16, Reservoir, thru sandfilter 2.....................................................................
36
Hydrograph No.
17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................
37
Hydrograph No.
18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................
38
Hydrograph No.
19, SCS Runoff, offsite basin 2A - post .......................................................
39
Hydrograph No.
20, SCS Runoff, offsite basin 213-post.........................................................
40
Hydrograph No.
21, Combine, sty pt 2 - POST......................................................................
41
5 - Year

Contents continued...
wake.gpw
SummaryReport
.......................................................................................................................
42
HydrographReports.................................................................................................................
43
Hydrograph No.
1, SCS Runoff, onsite basin 1 to sty pt 1 - pre .............................................
43
Hydrograph No.
3, SCS Runoff, onsite basin 2 - pre.............................................................
44
Hydrograph No.
4, SCS Runoff, offsite basin 2A - pre...........................................................
45
Hydrograph No.
5, SCS Runoff, offsite basin 2B-pre.............................................................
46
Hydrograph No.
6, Combine, sty pt 2 - pre.............................................................................
47
Hydrograph No.
8, SCS Runoff, basin 1 A to sandfilter 1-post...............................................
48
Hydrograph No.
9, Reservoir, thru sanfilter 1.........................................................................
49
Hydrograph No.
10, SCS Runoff, onsite basin 1 B byass sandfilter 1- post ...........................
50
Hydrograph No.
11, Combine, sty pt 1 - POST......................................................................
51
Hydrograph No.
13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................
52
Hydrograph No.
14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................
53
Hydrograph No.
15, Combine, combind to sandfilter 2..........................................................
54
Hydrograph No.
16, Reservoir, thru sandfilter 2.....................................................................
55
Hydrograph No.
17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................
56
Hydrograph No.
18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................
57
Hydrograph No.
19, SCS Runoff, offsite basin 2A - post .......................................................
58
Hydrograph No.
20, SCS Runoff, offsite basin 2B-post.........................................................
59
Hydrograph No.
21, Combine, sty pt 2 - POST......................................................................
60
10 - Year
SummaryReport
.......................................................................................................................
61
HydrographReports.................................................................................................................
62
Hydrograph No.
1, SCS Runoff, onsite basin 1 to sty pt 1 - pre .............................................
62
Hydrograph No.
3, SCS Runoff, onsite basin 2 - pre.............................................................
63
Hydrograph No.
4, SCS Runoff, offsite basin 2A - pre...........................................................
64
Hydrograph No.
5, SCS Runoff, offsite basin 2B-pre.............................................................
65
Hydrograph No.
6, Combine, sty pt 2 - pre.............................................................................
66
Hydrograph No.
8, SCS Runoff, basin 1 A to sandfilter 1-post...............................................
67
Hydrograph No.
9, Reservoir, thru sanfilter 1.........................................................................
68
Hydrograph No.
10, SCS Runoff, onsite basin 1 B byass sandfilter 1- post ...........................
69
Hydrograph No.
11, Combine, sty pt 1 - POST......................................................................
70
Hydrograph No.
13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................
71
Hydrograph No.
14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................
72
Hydrograph No.
15, Combine, combind to sandfilter 2..........................................................
73
Hydrograph No.
16, Reservoir, thru sandfilter 2.....................................................................
74
Hydrograph No.
17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................
75
Hydrograph No.
18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................
76
Hydrograph No.
19, SCS Runoff, offsite basin 2A - post .......................................................
77
Hydrograph No.
20, SCS Runoff, offsite basin 2B-post.........................................................
78
Hydrograph No.
21, Combine, sty pt 2 - POST......................................................................
79
25 - Year
SummaryReport....................................................................................................................... 80
HydrographReports................................................................................................................. 81
Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre ............................................. 81
Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre............................................................. 82
Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre........................................................... 83
Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre............................................................. 84

Contents continued...
wake.gpw
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
50 - Year
6, Combine, sty pt 2 - pre.............................................................
8, SCS Runoff, basin 1 A to sandfilter 1-post ...............................
9, Reservoir, thru sanfilter 1.........................................................
10, SCS Runoff, onsite basin 1 B byass sandfilter 1- post............
11, Combine, sty pt 1 - POST .......................................................
13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................
14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................
15, Combine, combind to sandfilter 2...........................................
16, Reservoir, thru sandfilter 2.....................................................
17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................
18, SCS Runoff, onsite basin 2B bypass sandfilter 2...................
19, SCS Runoff, offsite basin 2A - post .......................................
20, SCS Runoff, offsite basin 2B-post..........................................
21, Combine, sty pt 2 - POST...................................................................... 98
SummaryReport
.......................................................................................................................
99
HydrographReports...............................................................................................................
100
Hydrograph No.
1, SCS Runoff, onsite basin 1 to sty pt 1 - pre ...........................................
100
Hydrograph No.
3, SCS Runoff, onsite basin 2 - pre...........................................................
101
Hydrograph No.
4, SCS Runoff, offsite basin 2A - pre .........................................................
102
Hydrograph No.
5, SCS Runoff, offsite basin 2B-pre...........................................................
103
Hydrograph No.
6, Combine, sty pt 2 - pre...........................................................................
104
Hydrograph No.
8, SCS Runoff, basin 1 A to sandfilter 1-post.............................................
105
Hydrograph No.
9, Reservoir, thru sanfilter 1.......................................................................
106
Hydrograph No.
10, SCS Runoff, onsite basin 1 B byass sandfilter 1- post .........................
107
Hydrograph No.
11, Combine, sty pt 1 - POST...................................................................
108
Hydrograph No.
13, SCS Runoff, onsite basin 2A to sandfilter 2-post................................
109
Hydrograph No.
14, SCS Runoff, offsite basin 2C to sandfilter 2-post................................
110
Hydrograph No.
15, Combine, combind to sandfilter 2........................................................
111
Hydrograph No.
16, Reservoir, thru sandfilter 2...................................................................
112
Hydrograph No.
17, SCS Runoff, onsite basin 2C bypass sandfilter 2................................
113
Hydrograph No.
18, SCS Runoff, onsite basin 2B bypass sandfilter 2................................
114
Hydrograph No.
19, SCS Runoff, offsite basin 2A - post .....................................................
115
Hydrograph No.
20, SCS Runoff, offsite basin 2B-post.......................................................
116
Hydrograph No.
21, Combine, sty pt 2 - POST....................................................................
117
100 -Year
SummaryReport
.....................................................................................................................
118
HydrographReports...............................................................................................................
119
Hydrograph No.
1, SCS Runoff, onsite basin 1 to sty pt 1 - pre ...........................................
119
Hydrograph No.
3, SCS Runoff, onsite basin 2 - pre...........................................................
120
Hydrograph No.
4, SCS Runoff, offsite basin 2A - pre .........................................................
121
Hydrograph No.
5, SCS Runoff, offsite basin 2B-pre...........................................................
122
Hydrograph No.
6, Combine, sty pt 2 - pre...........................................................................
123
Hydrograph No.
8, SCS Runoff, basin 1 A to sandfilter 1-post.............................................
124
Hydrograph No.
9, Reservoir, thru sanfilter 1.......................................................................
125
Hydrograph No.
10, SCS Runoff, onsite basin 1 B byass sandfilter 1- post .........................
126
Hydrograph No.
11, Combine, sty pt 1 - POST...................................................................
127
Hydrograph No.
13, SCS Runoff, onsite basin 2A to sandfilter 2-post................................
128

Contents continued...
wake.gpw
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
14, SCS Runoff, offsite basin 2C to sandfilter 2-post................................
129
15, Combine, combind to sandfilter 2........................................................
130
16, Reservoir, thru sandfilter 2...................................................................
131
17, SCS Runoff, onsite basin 2C bypass sandfilter 2................................
132
18, SCS Runoff, onsite basin 2B bypass sandfilter 2................................
133
19, SCS Runoff, offsite basin 2A - post .....................................................
134
20, SCS Runoff, offsite basin 2B-post.......................................................
135
21, Combine, sty pt 2 - POST....................................................................
136
OFReport................................................................................................................ 137

Hydrograph Return Period Recan
Hydra w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
13.67
22.26
-------
34.49
46.18
66.37
84.08
107.12
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
------
13.71
21.18
-------
31.62
41.63
58.57
73.28
92.27
onsite basin 2 - pre
4
SCS Runoff
------
0.582
1.200
-------
2.126
3.041
4.659
6.115
8.051
offsite basin 2A - pre
5
SCS Runoff
------
5.409
8.884
-------
13.84
18.56
26.85
34.13
43.62
offsite basin 213-pre
6
Combine
3, 4, 5
19.49
30.76
-------
47.14
62.71
89.21
112.36
142.35
sty pt 2 - pre
8
SCS Runoff
------
10.66
15.64
-------
22.46
28.93
39.72
48.99
60.86
basin 1A to sandfilter 1-post
9
Reservoir
8
0.956
1.138
-------
1.478
3.172
8.474
25.03
45.75
thru sanfilter 1
10
SCS Runoff
------
9.683
15.42
-------
23.51
31.26
44.49
56.05
71.04
onsite basin 1 B byass sandfilter 1- po
11
Combine
9,10
10.62
16.53
-------
24.83
34.24
52.66
73.83
102.19
sty pt 1 - POST
13
SCS Runoff
------
3.859
5.517
-------
7.806
9.917
13.41
16.39
20.19
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
------
0.136
0.280
-------
0.497
0.711
1.088
1.429
1.881
offsite basin 2C to sandfilter 2-post
15
Combine
13, 14
3.995
5.797
-------
8.273
10.60
14.48
17.81
22.07
combind to sandfilter 2
16
Reservoir
15
0.707
0.888
-------
1.035
1.143
1.313
2.139
5.116
thru sandfilter 2
17
SCS Runoff
------
16.77
20.90
-------
26.17
30.83
38.37
44.74
52.82
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
------
8.348
12.46
-------
18.21
23.59
32.60
40.36
50.33
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
------
0.446
0.920
-------
1.629
2.331
3.570
4.686
6.170
offsite basin 2A - post
20
SCS Runoff
------
5.409
8.884
-------
13.84
18.56
26.85
34.13
43.62
offsite basin 213-post
21
Combine
16, 17, 18,
28.99
40.71
-------
56.75
71.58
96.50
118.08
146.46
sty pt 2 - POST
19,20
Proj. file: wake.gpw
Thursday, 08 / 13 / 2020

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.67
2
730
56,220
------
------
------
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
13.71
2
722
37,104
------
------
------
onsite basin 2 - pre
4
SCS Runoff
0.582
2
718
1,469
------
------
------
offsite basin 2A - pre
5
SCS Runoff
5.409
2
722
15,297
------
------
------
offsite basin 213-pre
6
Combine
19.49
2
722
53,870
3, 4, 5
------
------
sty pt 2 - pre
8
SCS Runoff
10.66
2
718
21,330
------
------
------
basin 1 A to sandfilter 1-post
9
Reservoir
0.956
2
750
21,327
8
443.02
8,475
thru sanfilter 1
10
SCS Runoff
9.683
2
730
39,013
------
------
------
onsite basin 1 B byass sandfilter 1- po
11
Combine
10.62
2
730
60,340
9,10
------
------
sty pt 1 - POST
13
SCS Runoff
3.859
2
718
7,720
------
------
------
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
0.136
2
718
343
------
------
------
offsite basin 2C to sandfilter 2-post
15
Combine
3.995
2
718
8,063
13, 14
------
------
combind to sandfilter 2
16
Reservoir
0.707
2
726
8,062
15
446.56
2,663
thru sandfilter 2
17
SCS Runoff
16.77
2
716
37,051
------
------
------
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
8.348
2
722
22,188
------
------
------
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
0.446
2
718
1,126
------
------
------
offsite basin 2A - post
20
SCS Runoff
5.409
2
722
15,297
------
------
------
offsite basin 213-post
21
Combine
28.99
2
718
83,724
16, 17, 18,
------
------
sty pt 2 - POST
19,20
wake.gpw
Return Period: 1 Year
Thursday, 08 / 13 / 2020

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 1
onsite basin 1 to sty pt 1
- pre
Hydrograph type
= SCS Runoff
Peak discharge
= 13.67 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 56,220 cuft
Drainage area
= 19.220 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
1M
M. We
4.00
2.00
M
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 1 Year
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 3
onsite basin 2 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 13.71 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 37,104 cuft
Drainage area
= 10.780 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
1M
M. We
4.00
2.00
M
onsite basin 2 - pre
Hyd. No. 3 -- 1 Year
Q (cfs)
14.00
12.00
10.00
01
4.00
2.00
0.00
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
Thursday, 08 / 13 / 2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0.582 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,469 cuft
Drainage area
= 1.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
offsite basin 2A - pre
Hyd. No. 4 -- 1 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 5
offsite basin 2B-pre
Hydrograph type
= SCS Runoff
Peak discharge
= 5.409 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 15,297 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
offsite basin 2113-pre
Hyd. No. 5 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' ' ' ' ' ' " ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 6
sty pt 2 - pre
Hydrograph type
= Combine
Peak discharge
= 19.49 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 53,870 cuft
Inflow hyds.
= 3, 4, 5
Contrib. drain. area
= 17.320 ac
Q (cfs)
21.00
18.00
15.00
12.00
M el
3.00
sty pt 2 - pre
Hyd. No. 6 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• R1
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 3 Hyd No. 4 Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 8
basin 1A to sandfilter 1-post
Hydrograph type
= SCS Runoff
Peak discharge
= 10.66 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 21,330 cuft
Drainage area
= 5.880 ac
Curve number
= 75.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
M
M
4.00
2.00
M
basin 1A to sandfilter 1-post
Hyd. No. 8 -- 1 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph
Report
9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Thursday, 08 / 13 / 2020
Hyd. No. 9
thru sanfilter 1
Hydrograph type
= Reservoir
Peak discharge
= 0.956 cfs
Storm frequency
= 1 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 21,327 cuft
Inflow hyd. No.
= 8 - basin 1A to sandfilter 1-poWax.
Elevation
= 443.02 ft
Reservoir name
= <Sandfilter 1>
Max. Storage
= 8,475 cuft
Storage Indication method used
Q (cfs)
12.00
10.00
M
M
4.00
2.00
thru sanfilter 1
Hyd. No. 9 -- 1 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 9 - Hyd No. 8 Total storage used = 8,475 cult

Pond Report
10
Hydraflow Hydrographs Extension for
Autodesk® Civil 3D® 2019 by
Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Pond No. 1 - <Sandfilter 1>
Pond Data
Contours -User-defined contour areas.
Average end area method used
for volume calculation.
Begining Elevation = 442.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 442.00
4,556
0
0
1.00 443.00
11,819
8,188
8,188
2.00 444.00
12,873
12,346
20,534
3.00 445.00
14,982
13,928
34,461
4.00 446.00
16,133
15,558
50,019
5.00 447.00
18,491
17,312
67,331
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRSr]
[A] [B]
[C] [D]
Rise (in) = 30.00
6.00
0.00
0.00
Crest Len (ft)
= 22.00 2.00
10.00 0.00
Span (in) = 30.00
6.00
0.00
0.00
Crest El. (ft)
= 445.00 444.00
446.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
2.60 3.33
Invert El. (ft) = 436.79
439.50 0.00
0.00
Weir Type
= 1 Rect
Broad ---
Length (ft) = 68.00
0.00
0.00
0.00
Multi -Stage
= Yes Yes
Yes No
Slope (%) = 0.02
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 /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.00
0
442.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- --- 0.000
1.00
8,188
443.00
44.61 oc
0.95 is ---
--- 0.00
0.00
0.00
--- --- --- 0.945
2.00
20,534
444.00
44.61 oc
1.34 is ---
--- 0.00
0.00
0.00
--- --- --- 1.337
3.00
34,461
445.00
44.61 oc
1.64 is ---
--- 0.00
6.66
0.00
--- --- --- 8.297
4.00
50,019
446.00
65.28 is
0.54 is ---
--- 53.92 s
10.82 s
0.00
--- --- --- 65.28
5.00
67,331
447.00
70.58 is
0.19 is ---
--- 53.86 s
7.70 s
8.81 s
--- --- --- 70.56

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 10
onsite basin 1B byass
sandfilter 1- post
Hydrograph type
= SCS Runoff
Peak discharge
= 9.683 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 39,013 cuft
Drainage area
= 12.430 ac
Curve number
= 72.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
N. We
. OM
4.00
2.00
M
onsite basin 1B byass sandfilter 1- post
Hyd. No. 10 -- 1 Year
Q (cfs)
10.00
ItX
Me
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph
Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type
= Combine
Peak discharge
= 10.62 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 60,340 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 12.430 ac
Q (cfs)
12.00
10.00
M
M
4.00
2.00
M
sty pt 1 - POST
Hyd. No. 11 -- 1 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 13
onsite basin 2A to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 3.859 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,720 cuft
Drainage area
= 1.880 ac
Curve number
= 78.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
onsite basin 2A to sandfilter 2-post
Q (cfs) Hyd. No. 13 -- 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. 13 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 14
offsite basin 2C
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.136 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 343 cuft
Drainage area
= 0.250 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
offsite basin 2C to sandfilter 2-post
Hyd. No. 14 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

Hydrograph
Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 15
combind to sandfilter 2
Hydrograph type
= Combine
Peak discharge
= 3.995 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,063 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 2.130 ac
combind to sandfilter 2
Q (cfs) Hyd. No. 15 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 15 Hyd No. 13 Hyd No. 14

Hydrograph
Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 16
thru sandfilter 2
Hydrograph type
= Reservoir
Peak discharge
= 0.707 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 8,062 cuft
Inflow hyd. No.
= 15 - combind to sandfilter 2
Max. Elevation
= 446.56 ft
Reservoir name
= <sandfilter 2>
Max. Storage
= 2,663 cuft
Storage Indication method used
thru sandfilter 2
Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
ik
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 16 Hyd No. 15 Total storage used = 2,663 cult

Pond Report 17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Pond No. 3 - <sandfilter 2>
Pond Data
Contours -User-defined contour areas.
Average end area method used
for volume calculation.
Begining Elevation = 446.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 446.00
1,500
0
0
1.00 447.00
7,996
4,748
4,748
2.00 448.00
9,360
8,678
13,426
3.00 449.00
10,682
10,021
23,447
4.00 450.00
12,400
11,541
34,988
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRSr]
[A] [B]
[C]
[D]
Rise (in) = 18.00
6.00
0.00
0.00
Crest Len (ft)
= 14.00 2.00
10.00
0.00
Span (in) = 18.00
6.00
0.00
0.00
Crest El. (ft)
= 448.50 448.00
449.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft) = 443.50
443.50 0.00
0.00
Weir Type
= 1 Rect
Broad
---
Length (ft) = 60.00
0.00
0.00
0.00
Multi -Stage
= Yes Yes
Yes
No
Slope (%) = 0.01
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 /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.00
0
446.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- --- 0.000
1.00
4,748
447.00
8.86 oc
0.95 is ---
--- 0.00
0.00
0.00
--- --- --- 0.945
2.00
13,426
448.00
8.86 oc
1.34 is ---
--- 0.00
0.00
0.00
--- --- --- 1.337
3.00
23,447
449.00
17.23 oc
0.41 is ---
--- 12.78 s
4.04 s
0.00
--- --- --- 17.23
4.00
34,988
450.00
19.73 oc
0.08 is ---
--- 12.63 s
2.49 s
4.48 s
--- --- --- 19.67

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 17
onsite basin 2C bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 16.77 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 37,051 cuft
Drainage area
= 4.190 ac
Curve number
= 95.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
e
onsite basin 2C bypass sandfilter 2
Hyd. No. 17 -- 1 Year
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 17 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 18
onsite basin 2B bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 8.348 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 22,188 cuft
Drainage area
= 5.620 ac
Curve number
= 75.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
N. We
. OM
4.00
2.00
M
onsite basin 2113 bypass sandfilter 2
Hyd. No. 18 -- 1 Year
Q (cfs)
10.00
ItX
Me
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 19
offsite basin 2A - post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.446 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,126 cuft
Drainage area
= 0.820 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
offsite basin 2A - post
Hyd. No. 19 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 20
offsite basin 2B-post
Hydrograph type
= SCS Runoff
Peak discharge
= 5.409 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 15,297 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
offsite basin 2113-post
Hyd. No. 20 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' ' ' ' ' ' " ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 Time (min)

Hydrograph
Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 21
sty pt 2 - POST
Hydrograph type
= Combine
Peak discharge
= 28.99 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 83,724 cuft
Inflow hyds.
= 16, 17, 18, 19, 20
Contrib. drain. area
= 16.100 ac
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
sty pt 2 - POST
Hyd. No. 21 -- 1 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 — Hyd No. 16 Hyd No. 17 Hyd No. 18 Time (min)
• Hyd No. 19 Hyd No. 20

23
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
22.26
2
730
86,474
------
------
------
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
21.18
2
722
55,916
------
------
------
onsite basin 2 - pre
4
SCS Runoff
1.200
2
718
2,597
------
------
------
offsite basin 2A - pre
5
SCS Runoff
8.884
2
722
23,919
------
------
------
offsite basin 213-pre
6
Combine
30.76
2
722
82,431
3, 4, 5
------
------
sty pt 2 - pre
8
SCS Runoff
15.64
2
718
31,338
------
------
------
basin 1 A to sandfilter 1-post
9
Reservoir
1.138
2
758
31,335
8
443.45
13,751
thru sanfilter 1
10
SCS Runoff
15.42
2
730
59,264
------
------
------
onsite basin 1 B byass sandfilter 1- po
11
Combine
16.53
2
730
90,599
9,10
------
------
sty pt 1 - POST
13
SCS Runoff
5.517
2
718
11,108
------
------
------
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
0.280
2
718
607
------
------
------
offsite basin 2C to sandfilter 2-post
15
Combine
5.797
2
718
11,715
13, 14
------
------
combind to sandfilter 2
16
Reservoir
0.888
2
728
11,713
15
446.88
4,193
thru sandfilter 2
17
SCS Runoff
20.90
2
716
46,880
------
------
------
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
12.46
2
722
32,658
------
------
------
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
0.920
2
718
1,990
------
------
------
offsite basin 2A - post
20
SCS Runoff
8.884
2
722
23,919
------
------
------
offsite basin 213-post
21
Combine
40.71
2
718
117,160
16, 17, 18,
------
------
sty pt 2 - POST
19,20
wake.gpw
Return Period: 2 Year
Thursday, 08 / 13 / 2020

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 1
onsite basin 1 to sty pt 1
- pre
Hydrograph type
= SCS Runoff
Peak discharge
= 22.26 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 86,474 cuft
Drainage area
= 19.220 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
: M
4.00
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 2 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 3
onsite basin 2 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 21.18 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 55,916 cuft
Drainage area
= 10.780 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
: M
4.00
onsite basin 2 - pre
Hyd. No. 3 -- 2 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.070 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
offsite basin 2A - pre
Hyd. No. 4 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 4
Thursday, 08 / 13 / 2020
= 1.200 cfs
= 718 min
= 2,597 cuft
= 61
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 5
offsite basin 2B-pre
Hydrograph type
= SCS Runoff
Peak discharge
= 8.884 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 23,919 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
N. We
. OM
4.00
2.00
M
offsite basin 2113-pre
Hyd. No. 5 -- 2 Year
Q (cfs)
10.00
01
Me
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 6
sty pt 2 - pre
Hydrograph type
= Combine
Peak discharge
= 30.76 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 82,431 cuft
Inflow hyds.
= 3, 4, 5
Contrib. drain. area
= 17.320 ac
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 3 Hyd No. 4 Hyd No. 5

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 8
basin 1A to sandfilter 1-post
Hydrograph type
= SCS Runoff
Peak discharge
= 15.64 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 31,338 cuft
Drainage area
= 5.880 ac
Curve number
= 75.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
M
M
3.00
M
basin 1A to sandfilter 1-post
Hyd. No. 8 -- 2 Year
Q (cfs)
18.00
15.00
12.00
•M
. ��
cM
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Thursday, 08 / 13 / 2020
Hyd. No. 9
thru sanfilter 1
Hydrograph type
= Reservoir
Peak discharge
= 1.138 cfs
Storm frequency
= 2 yrs
Time to peak
= 758 min
Time interval
= 2 min
Hyd. volume
= 31,335 cuft
Inflow hyd. No.
= 8 - basin 1A to sandfilter 1-poWax.
Elevation
= 443.45 ft
Reservoir name
= <Sandfilter 1>
Max. Storage
= 13,751 cuft
Storage Indication method used
Q (cfs)
18.00
15.00
12.00
M
M
3.00
thru sanfilter 1
Hyd. No. 9 -- 2 Year
Q (cfs)
18.00
15.00
12.00
•10
. ��
c10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 9 Hyd No. 8 Total storage used = 13,751 cult

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 10
onsite basin 1B byass
sandfilter 1- post
Hydrograph type
= SCS Runoff
Peak discharge
= 15.42 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 59,264 cuft
Drainage area
= 12.430 ac
Curve number
= 72.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
M
M
3.00
M
onsite basin 1B byass sandfilter 1- post
Hyd. No. 10 -- 2 Year
Q (cfs)
18.00
15.00
12.00
•M
. ��
cM
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph
Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type
= Combine
Peak discharge
= 16.53 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 90,599 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 12.430 ac
Q (cfs)
18.00
15.00
12.00
M
M
3.00
M
sty pt 1 - POST
Hyd. No. 11 -- 2 Year
Q (cfs)
18.00
15.00
12.00
•M
. ��
cM
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 13
onsite basin 2A
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 5.517 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 11,108 cuft
Drainage area
= 1.880 ac
Curve number
= 78.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
onsite basin 2A to sandfilter 2-post
Hyd. No. 13 -- 2 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' J- ' ' ' '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 13 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 14
offsite basin 2C
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.280 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 607 cuft
Drainage area
= 0.250 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
offsite basin 2C to sandfilter 2-post
Hyd. No. 14 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

Hydrograph
Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 15
combind to sandfilter 2
Hydrograph type
= Combine
Peak discharge
= 5.797 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 11,715 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 2.130 ac
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
combind to sandfilter 2
Hyd. No. 15 -- 2 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' I ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 15 Hyd No. 13 Hyd No. 14

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 16
thru sandfilter 2
Hydrograph type
= Reservoir
Peak discharge
= 0.888 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 11,713 cuft
Inflow hyd. No.
= 15 - combind to sandfilter 2
Max. Elevation
= 446.88 ft
Reservoir name
= <sandfilter 2>
Max. Storage
= 4,193 cuft
Storage Indication method used.
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
thru sandfilter 2
Hyd. No. 16 -- 2 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 16 Hyd No. 15 Total storage used = 4,193 cult

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 17
onsite basin 2C bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 20.90 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 46,880 cuft
Drainage area
= 4.190 ac
Curve number
= 95.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
onsite basin 2C bypass sandfilter 2
Q (cfs) Hyd. No. 17 -- 2 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
— Hyd No. 17 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 18
onsite basin 2B bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 12.46 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 32,658 cuft
Drainage area
= 5.620 ac
Curve number
= 75.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
1M
M. We
4.00
2.00
M
onsite basin 2113 bypass sandfilter 2
Hyd. No. 18 -- 2 Year
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 19
offsite basin 2A - post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.920 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,990 cuft
Drainage area
= 0.820 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
offsite basin 2A - post
Hyd. No. 19 -- 2 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 20
offsite basin 2B-post
Hydrograph type
= SCS Runoff
Peak discharge
= 8.884 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 23,919 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
N. We
. OM
4.00
2.00
M
offsite basin 2113-post
Hyd. No. 20 -- 2 Year
Q (cfs)
10.00
01
Me
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Time (min)

Hydrograph
Report
41
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 21
sty pt 2 - POST
Hydrograph type
= Combine
Peak discharge
= 40.71 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 117,160 cuft
Inflow hyds.
= 16, 17, 18, 19, 20
Contrib. drain. area
= 16.100 ac
sty pt 2 - POST
Q (cfs) Hyd. No. 21 -- 2 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. 21 — Hyd No. 16 Hyd No. 17 Hyd No. 18 Time (min)
• Hyd No. 19 Hyd No. 20

42
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
34.49
2
730
129,972
------
------
------
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
31.62
2
720
82,637
------
------
------
onsite basin 2 - pre
4
SCS Runoff
2.126
2
718
4,343
------
------
------
offsite basin 2A - pre
5
SCS Runoff
13.84
2
722
36,435
------
------
------
offsite basin 213-pre
6
Combine
47.14
2
720
123,415
3, 4, 5
------
------
sty pt 2 - pre
8
SCS Runoff
22.46
2
716
45,338
------
------
------
basin 1 A to sandfilter 1-post
9
Reservoir
1.478
2
764
45,335
8
444.06
21,343
thru sanfilter 1
10
SCS Runoff
23.51
2
730
88,167
------
------
------
onsite basin 1 B byass sandfilter 1- po
11
Combine
24.83
2
730
133,502
9,10
------
------
sty pt 1 - POST
13
SCS Runoff
7.806
2
716
15,787
------
------
------
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
0.497
2
718
1,015
------
------
------
offsite basin 2C to sandfilter 2-post
15
Combine
8.273
2
716
16,802
13, 14
------
------
combind to sandfilter 2
16
Reservoir
1.035
2
736
16,800
15
447.20
6,480
thru sandfilter 2
17
SCS Runoff
26.17
2
716
59,579
------
------
------
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
18.21
2
720
47,320
------
------
------
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
1.629
2
718
3,328
------
------
------
offsite basin 2A - post
20
SCS Runoff
13.84
2
722
36,435
------
------
------
offsite basin 213-post
21
Combine
56.75
2
718
163,462
16, 17, 18,
------
------
sty pt 2 - POST
19,20
wake.gpw
Return Period: 5 Year
Thursday, 08 / 13 / 2020

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 1
onsite basin 1 to sty pt 1
- pre
Hydrograph type
= SCS Runoff
Peak discharge
= 34.49 cfs
Storm frequency
= 5 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 129,972 cuft
Drainage area
= 19.220 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 5 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' I --.- ' ' ' ' ' ' ' — ' 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
Thursday, 08 / 13 / 2020
Hyd. No. 3
onsite basin 2 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 31.62 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 82,637 cuft
Drainage area
= 10.780 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
onsite basin 2 - pre
Hyd. No. 3 -- 5 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' —1- ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 2.126 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 4,343 cuft
Drainage area
= 1.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
offsite basin 2A - pre
Q (cfs) Hyd. No. 4 -- 5 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 5
offsite basin 2B-pre
Hydrograph type
= SCS Runoff
Peak discharge
= 13.84 cfs
Storm frequency
= 5 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 36,435 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
1M
M. We
4.00
2.00
M
offsite basin 2113-pre
Hyd. No. 5 -- 5 Year
Q (cfs)
14.00
12.00
10.00
01
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
47
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 6
sty pt 2 - pre
Hydrograph type
= Combine
Peak discharge
= 47.14 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 123,415 cuft
Inflow hyds.
= 3, 4, 5
Contrib. drain. area
= 17.320 ac
sty pt 2 - pre
Q (cfs) Hyd. No. 6 -- 5 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. 6 — Hyd No. 3 Hyd No. 4 Hyd No. 5

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 8
basin 1A to sandfilter 1-post
Hydrograph type
= SCS Runoff
Peak discharge
= 22.46 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 45,338 cuft
Drainage area
= 5.880 ac
Curve number
= 75.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
: M
4.00
basin 1A to sandfilter 1-post
Hyd. No. 8 -- 5 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

Hydrograph
Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Thursday, 08 / 13 / 2020
Hyd. No. 9
thru sanfilter 1
Hydrograph type
= Reservoir
Peak discharge
= 1.478 cfs
Storm frequency
= 5 yrs
Time to peak
= 764 min
Time interval
= 2 min
Hyd. volume
= 45,335 cuft
Inflow hyd. No.
= 8 - basin 1A to sandfilter 1-poWax.
Elevation
= 444.06 ft
Reservoir name
= <Sandfilter 1>
Max. Storage
= 21,343 cuft
Storage Indication method used
Q (cfs)
24.00
20.00
16.00
12.00
Um
4.00
thru sanfilter 1
Hyd. No. 9 -- 5 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 ' — ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 9 — Hyd No. 8 Total storage used = 21,343 cult

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 10
onsite basin 1B byass
sandfilter 1- post
Hydrograph type
= SCS Runoff
Peak discharge
= 23.51 cfs
Storm frequency
= 5 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 88,167 cuft
Drainage area
= 12.430 ac
Curve number
= 72.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
: M
4.00
onsite basin 1B byass sandfilter 1- post
Hyd. No. 10 -- 5 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph
Report
51
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type
= Combine
Peak discharge
= 24.83 cfs
Storm frequency
= 5 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 133,502 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 12.430 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
sty pt 1 - POST
Hyd. No. 11 -- 5 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

Hydrograph Report
52
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
onsite basin 2A
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.880 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.70 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
8.00
.M
4.00
2.00
0.00 1 1 1
0 120 240
— Hyd No. 13
onsite basin 2A to sandfilter 2-post
Hyd. No. 13 -- 5 Year
360 480 600 720 840 960
Thursday, 08 / 13 / 2020
= 7.806 cfs
= 716 min
= 15,787 cuft
= 78.1
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
8.00
M
4.00
2.00
0.00
1080 1200 1320 1440
Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 14
offsite basin 2C
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.497 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,015 cuft
Drainage area
= 0.250 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
offsite basin 2C to sandfilter 2-post
Hyd. No. 14 -- 5 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

Hydrograph
Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 15
combind to sandfilter 2
Hydrograph type
= Combine
Peak discharge
= 8.273 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 16,802 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 2.130 ac
Q (cfs)
10.00
N. We
. UX
4.00
2.00
M
combind to sandfilter 2
Hyd. No. 15 -- 5 Year
120 240 360 480 600 720
Hyd No. 15 Hyd No. 13
Q (cfs)
10.00
ItX
Me
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

Hydrograph
Report
55
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 16
thru sandfilter 2
Hydrograph type
= Reservoir
Peak discharge
= 1.035 cfs
Storm frequency
= 5 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 16,800 cuft
Inflow hyd. No.
= 15 - combind to sandfilter 2
Max. Elevation
= 447.20 ft
Reservoir name
= <sandfilter 2>
Max. Storage
= 6,480 cuft
Storage Indication method used
Q (cfs)
10.00
N. We
. UX
4.00
2.00
thru sandfilter 2
Hyd. No. 16 -- 5 Year
120 240 360 480 600 720
Hyd No. 16 Hyd No. 15
Q (cfs)
10.00
OR
Me
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Total storage used = 6,480 cult

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 17
onsite basin 2C bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 26.17 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 59,579 cuft
Drainage area
= 4.190 ac
Curve number
= 95.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
onsite basin 2C bypass sandfilter 2
Q (cfs) Hyd. No. 17 -- 5 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 17 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 18
onsite basin 2B bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 18.21 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 47,320 cuft
Drainage area
= 5.620 ac
Curve number
= 75.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M el
3.00
onsite basin 2113 bypass sandfilter 2
Hyd. No. 18 -- 5 Year
Q (cfs)
21.00
18.00
15.00
12.00
• E1
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

Hydrograph Report
58
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 19
offsite basin 2A - post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.820 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.70 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
offsite basin 2A - post
Hyd. No. 19 -- 5 Year
120 240 360 480 600 720 840 960
Hyd No. 19
Thursday, 08 / 13 / 2020
= 1.629 cfs
= 718 min
= 3,328 cuft
= 61
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 20
offsite basin 2B-post
Hydrograph type
= SCS Runoff
Peak discharge
= 13.84 cfs
Storm frequency
= 5 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 36,435 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
1M
M. We
4.00
2.00
M
offsite basin 2113-post
Hyd. No. 20 -- 5 Year
Q (cfs)
14.00
12.00
10.00
01
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Time (min)

Hydrograph
Report
60
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 21
sty pt 2 - POST
Hydrograph type
= Combine
Peak discharge
= 56.75 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 163,462 cuft
Inflow hyds.
= 16, 17, 18, 19, 20
Contrib. drain. area
= 16.100 ac
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
sty pt 2 - POST
Hyd. No. 21 -- 5 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 — Hyd No. 16 Hyd No. 17 Hyd No. 18 Time (min)
• Hyd No. 19 Hyd No. 20

61
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
46.18
2
728
171,793
------
------
------
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
41.63
2
720
108,103
------
------
------
onsite basin 2 - pre
4
SCS Runoff
3.041
2
718
6,113
------
------
------
offsite basin 2A - pre
5
SCS Runoff
18.56
2
720
48,552
------
------
------
offsite basin 213-pre
6
Combine
62.71
2
720
162,769
3, 4, 5
------
------
sty pt 2 - pre
8
SCS Runoff
28.93
2
716
58,533
------
------
------
basin 1 A to sandfilter 1-post
9
Reservoir
3.172
2
740
58,530
8
444.40
26,150
thru sanfilter 1
10
SCS Runoff
31.26
2
728
115,809
------
------
------
onsite basin 1 B byass sandfilter 1- po
11
Combine
34.24
2
728
174,339
9,10
------
------
sty pt 1 - POST
13
SCS Runoff
9.917
2
716
20,157
------
------
------
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
0.711
2
718
1,428
------
------
------
offsite basin 2C to sandfilter 2-post
15
Combine
10.60
2
716
21,585
13, 14
------
------
combind to sandfilter 2
16
Reservoir
1.143
2
740
21,583
15
447.46
8,770
thru sandfilter 2
17
SCS Runoff
30.83
2
716
70,901
------
------
------
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
23.59
2
720
61,150
------
------
------
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
2.331
2
718
4,685
------
------
------
offsite basin 2A - post
20
SCS Runoff
18.56
2
720
48,552
------
------
------
offsite basin 213-post
21
Combine
71.58
2
718
206,872
16, 17, 18,
------
------
sty pt 2 - POST
19,20
wake.gpw
Return Period: 10 Year
Thursday, 08 / 13 / 2020

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 1
onsite basin 1 to sty pt 1
- pre
Hydrograph type
= SCS Runoff
Peak discharge
= 46.18 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 171,793 cuft
Drainage area
= 19.220 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 3
onsite basin 2 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 41.63 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 108,103 cuft
Drainage area
= 10.780 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
onsite basin 2 - pre
Hyd. No. 3 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
64
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 3.041 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 6,113 cuft
Drainage area
= 1.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
offsite basin 2A - pre
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 5
offsite basin 2B-pre
Hydrograph type
= SCS Runoff
Peak discharge
= 18.56 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 48,552 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M el
3.00
offsite basin 2113-pre
Hyd. No. 5 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
• E1
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph
Report
66
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 6
sty pt 2 - pre
Hydrograph type
= Combine
Peak discharge
= 62.71 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 162,769 cuft
Inflow hyds.
= 3, 4, 5
Contrib. drain. area
= 17.320 ac
Q (cfs)
70.00
-1 ••
50.00
F• ••
30.00
20.00
10.00
Q (cfs)
70.00
•• •11
50.00
40.00
30.00
20.00
10.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 3 Hyd No. 4 Hyd No. 5

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 8
basin 1A to sandfilter 1-post
Hydrograph type
= SCS Runoff
Peak discharge
= 28.93 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 58,533 cuft
Drainage area
= 5.880 ac
Curve number
= 75.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
basin 1A to sandfilter 1-post
Hyd. No. 8 -- 10 Year
0 120 240 360 480 600 720
— Hyd No. 8
840
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph
Report
68
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Thursday, 08 / 13 / 2020
Hyd. No. 9
thru sanfilter 1
Hydrograph type
= Reservoir
Peak discharge
= 3.172 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 58,530 cuft
Inflow hyd. No.
= 8 - basin 1A to sandfilter 1-poWax.
Elevation
= 444.40 ft
Reservoir name
= <Sandfilter 1>
Max. Storage
= 26,150 cuft
Storage Indication method used
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
thru sanfilter 1
Hyd. No. 9 -- 10 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 9 — Hyd No. 8 Total storage used = 26,150 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 10
onsite basin 1B byass
sandfilter 1- post
Hydrograph type
= SCS Runoff
Peak discharge
= 31.26 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 115,809 cuft
Drainage area
= 12.430 ac
Curve number
= 72.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
onsite basin 1B byass sandfilter 1- post
Hyd. No. 10 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' -.Aw— ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph
Report
70
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type
= Combine
Peak discharge
= 34.24 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 174,339 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 12.430 ac
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
sty pt 1 - POST
Hyd. No. 11 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 13
onsite basin 2A
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 9.917 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 20,157 cuft
Drainage area
= 1.880 ac
Curve number
= 78.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
4.00
2.00
onsite basin 2A to sandfilter 2-post
Hyd. No. 13 -- 10 Year
120 240 360 480 600 720
Hyd No. 13
840
Q (cfs)
10.00
We
4.00
2.00
0.00
960 1080 1200 1320 1440
Time (min)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 14
offsite basin 2C
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.711 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,428 cuft
Drainage area
= 0.250 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
offsite basin 2C to sandfilter 2-post
Hyd. No. 14 -- 10 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

Hydrograph
Report
73
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 15
combind to sandfilter 2
Hydrograph type
= Combine
Peak discharge
= 10.60 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 21,585 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 2.130 ac
combind to sandfilter 2
Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 15 Hyd No. 13 Hyd No. 14

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 16
thru sandfilter 2
Hydrograph type
= Reservoir
Peak discharge
= 1.143 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 21,583 cuft
Inflow hyd. No.
= 15 - combind to sandfilter 2
Max. Elevation
= 447.46 ft
Reservoir name
= <sandfilter 2>
Max. Storage
= 8,770 cuft
Storage Indication method used.
Q (cfs)
12.00
10.00
M
M
4.00
2.00
thru sandfilter 2
Hyd. No. 16 -- 10 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16 Hyd No. 15 Total storage used = 8,770 cult

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 17
onsite basin 2C bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 30.83 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 70,901 cuft
Drainage area
= 4.190 ac
Curve number
= 95.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
onsite basin 2C bypass sandfilter 2
Q (cfs) Hyd. No. 17 -- 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
— Hyd No. 17 Time (min)

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 18
onsite basin 2B bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 23.59 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 61,150 cuft
Drainage area
= 5.620 ac
Curve number
= 75.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
: M
4.00
onsite basin 2113 bypass sandfilter 2
Hyd. No. 18 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

Hydrograph
Report
77
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 19
offsite basin 2A - post
Hydrograph type
= SCS Runoff
Peak discharge
= 2.331 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 4,685 cuft
Drainage area
= 0.820 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
offsite basin 2A - post
Q (cfs) Hyd. No. 19 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 Time (min)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 20
offsite basin 2B-post
Hydrograph type
= SCS Runoff
Peak discharge
= 18.56 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 48,552 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M el
3.00
offsite basin 2113-post
Hyd. No. 20 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
• E1
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)

Hydrograph
Report
79
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 21
sty pt 2 - POST
Hydrograph type
= Combine
Peak discharge
= 71.58 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 206,872 cuft
Inflow hyds.
= 16, 17, 18, 19, 20
Contrib. drain. area
= 16.100 ac
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 — Hyd No. 16 Hyd No. 17 Hyd No. 18 Time (min)
• Hyd No. 19 Hyd No. 20

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
66.37
2
728
244,201
------
------
------
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
58.57
2
720
151,870
------
------
------
onsite basin 2 - pre
4
SCS Runoff
4.659
2
718
9,317
------
------
------
offsite basin 2A - pre
5
SCS Runoff
26.85
2
720
69,654
------
------
------
offsite basin 213-pre
6
Combine
89.21
2
720
230,841
3, 4, 5
------
------
sty pt 2 - pre
8
SCS Runoff
39.72
2
716
81,000
------
------
------
basin 1 A to sandfilter 1-post
9
Reservoir
8.474
2
726
80,997
8
445.01
34,543
thru sanfilter 1
10
SCS Runoff
44.49
2
728
163,452
------
------
------
onsite basin 1 B byass sandfilter 1- po
11
Combine
52.66
2
728
244,449
9,10
------
------
sty pt 1 - POST
13
SCS Runoff
13.41
2
716
27,540
------
------
------
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
1.088
2
718
2,177
------
------
------
offsite basin 2C to sandfilter 2-post
15
Combine
14.48
2
716
29,717
13, 14
------
------
combind to sandfilter 2
16
Reservoir
1.313
2
746
29,715
15
447.93
12,825
thru sandfilter 2
17
SCS Runoff
38.37
2
716
89,340
------
------
------
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
32.60
2
720
84,714
------
------
------
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
3.570
2
718
7,140
------
------
------
offsite basin 2A - post
20
SCS Runoff
26.85
2
720
69,654
------
------
------
offsite basin 213-post
21
Combine
96.50
2
718
280,563
16, 17, 18,
------
------
sty pt 2 - POST
19,20
wake.gpw
Return Period: 25 Year
Thursday, 08 / 13 / 2020

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 1
onsite basin 1 to sty pt 1
- pre
Hydrograph type
= SCS Runoff
Peak discharge
= 66.37 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 244,201 cuft
Drainage area
= 19.220 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
50.00
30.00
20.00
10.00
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 25 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' ' ' " ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 3
onsite basin 2 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 58.57 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 151,870 cuft
Drainage area
= 10.780 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
onsite basin 2 - pre
Hyd. No. 3 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' — ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 4.659 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 9,317 cuft
Drainage area
= 1.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
offsite basin 2A - pre
Hyd. No. 4 -- 25 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 5
offsite basin 2B-pre
Hydrograph type
= SCS Runoff
Peak discharge
= 26.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 69,654 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
offsite basin 2113-pre
Hyd. No. 5 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph
Report
85
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 6
sty pt 2 - pre
Hydrograph type
= Combine
Peak discharge
= 89.21 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 230,841 cuft
Inflow hyds.
= 3, 4, 5
Contrib. drain. area
= 17.320 ac
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
sty pt 2 - pre
Hyd. No. 6 -- 25 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
1 11 1 11
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
basin 1A to sandfilter 1-post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.880 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
0.00 1 11
0 120 240
— Hyd No. 8
basin 1A to sandfilter 1-post
Hyd. No. 8 -- 25 Year
360 480 600 720 840 960
Thursday, 08 / 13 / 2020
= 39.72 cfs
= 716 min
= 81,000 cuft
= 75.7
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320 1440
Time (min)

Hydrograph
Report
87
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Thursday, 08 / 13 / 2020
Hyd. No. 9
thru sanfilter 1
Hydrograph type
= Reservoir
Peak discharge
= 8.474 cfs
Storm frequency
= 25 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 80,997 cuft
Inflow hyd. No.
= 8 - basin 1A to sandfilter 1-poWax.
Elevation
= 445.01 ft
Reservoir name
= <Sandfilter 1>
Max. Storage
- 34,543 cuft
Storage Indication method used
thru sanfilter 1
Q (cfs) Hyd. No. 9 -- 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 1680
Time (min)
— Hyd No. 9 — Hyd No. 8 Total storage used = 34,543 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 10
onsite basin 1B byass
sandfilter 1- post
Hydrograph type
= SCS Runoff
Peak discharge
= 44.49 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 163,452 cuft
Drainage area
= 12.430 ac
Curve number
= 72.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
onsite basin 1B byass sandfilter 1- post
Hyd. No. 10 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph
Report
89
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type
= Combine
Peak discharge
= 52.66 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 244,449 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 12.430 ac
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
sty pt 1 - POST
Hyd. No. 11 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' — ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

90
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 13
onsite basin 2A to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 13.41 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 27,540 cuft
Drainage area
= 1.880 ac
Curve number
= 78.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
M. 11
4.00
2.00
e
onsite basin 2A to sandfilter 2-post
Hyd. No. 13 -- 25 Year
Q (cfs)
14.00
12.00
10.00
4.00
2.00
' ' ' ' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 13 Time (min)

Hydrograph Report
91
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 14
offsite basin 2C
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.250 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
offsite basin 2C to sandfilter 2-post
Hyd. No. 14 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 14
Thursday, 08 / 13 / 2020
= 1.088 cfs
= 718 min
= 2,177 cuft
= 61
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
92
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 15
combind to sandfilter 2
Hydrograph type
= Combine
Peak discharge
= 14.48 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 29,717 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 2.130 ac
combind to sandfilter 2
Q (cfs) Hyd. No. 15 -- 25 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 15 Hyd No. 13 Hyd No. 14

Hydrograph
Report
93
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 16
thru sandfilter 2
Hydrograph type
= Reservoir
Peak discharge
= 1.313 cfs
Storm frequency
= 25 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 29,715 cuft
Inflow hyd. No.
= 15 - combind to sandfilter 2
Max. Elevation
= 447.93 ft
Reservoir name
= <sandfilter 2>
Max. Storage
= 12,825 cuft
Storage Indication method used
thru sandfilter 2
Q (cfs) Hyd. No. 16 -- 25 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 16 Hyd No. 15 Total storage used = 12,825 cuff

Hydrograph
Report
94
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 17
onsite basin 2C bypass sandfilter 2
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 4.190 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 6.80 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 08 / 13
= 38.37 cfs
= 716 min
= 89,340 cuft
= 95.5
= 0 ft
= 5.00 min
= Type II
= 484
/ 2020
Q (cfs)
40.00
onsite basin
Hyd.
2C bypass sandfilter 2
No. 17 -- 25 Year
Q (cfs)
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0 120
— Hyd No.
240 360 480
17
0.00
600 720 840 960 1080 1200
Time (min)

95
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 18
onsite basin 2B bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 32.60 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 84,714 cuft
Drainage area
= 5.620 ac
Curve number
= 75.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

Hydrograph
Report
96
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 19
offsite basin 2A - post
Hydrograph type
= SCS Runoff
Peak discharge
= 3.570 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,140 cuft
Drainage area
= 0.820 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
offsite basin 2A - post
Q (cfs) Hyd. No. 19 -- 25 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. 19 Time (min)

97
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 20
offsite basin 2B-post
Hydrograph type
= SCS Runoff
Peak discharge
= 26.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 69,654 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
offsite basin 2113-post
Hyd. No. 20 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 Time (min)

Hydrograph
Report
98
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 21
sty pt 2 - POST
Hydrograph type
= Combine
Peak discharge
= 96.50 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 280,563 cuft
Inflow hyds.
= 16, 17, 18, 19, 20
Contrib. drain. area
= 16.100 ac
Q (cfs)
100.00
90.00
-1 III,
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
sty pt 2 - POST
Hyd. No. 21 -- 25 Year
Q (cfs)
100.00
90.00
-1 III,
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 — Hyd No. 16 Hyd No. 17 Hyd No. 18 Time (min)
Hyd No. 19 Hyd No. 20

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
84.08
2
728
308,537
------
------
------
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
73.28
2
720
190,530
------
------
------
onsite basin 2 - pre
4
SCS Runoff
6.115
2
718
12,266
------
------
------
offsite basin 2A - pre
5
SCS Runoff
34.13
2
720
88,491
------
------
------
offsite basin 213-pre
6
Combine
112.36
2
720
291,287
3, 4, 5
------
------
sty pt 2 - pre
8
SCS Runoff
48.99
2
716
100,698
------
------
------
basin 1 A to sandfilter 1-post
9
Reservoir
25.03
2
722
100,696
8
445.32
39,413
thru sanfilter 1
10
SCS Runoff
56.05
2
728
205,633
------
------
------
onsite basin 1 B byass sandfilter 1- po
11
Combine
73.83
2
724
306,328
9,10
------
------
sty pt 1 - POST
13
SCS Runoff
16.39
2
716
33,974
------
------
------
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
1.429
2
718
2,866
------
------
------
offsite basin 2C to sandfilter 2-post
15
Combine
17.81
2
716
36,840
13, 14
------
------
combind to sandfilter 2
16
Reservoir
2.139
2
734
36,839
15
448.23
15,696
thru sandfilter 2
17
SCS Runoff
44.74
2
716
104,967
------
------
------
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
40.36
2
720
105,384
------
------
------
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
4.686
2
718
9,400
------
------
------
offsite basin 2A - post
20
SCS Runoff
34.13
2
720
88,491
------
------
------
offsite basin 213-post
21
Combine
118.08
2
718
345,082
16, 17, 18,
------
------
sty pt 2 - POST
19,20
wake.gpw
Return Period: 50 Year
Thursday, 08 / 13 / 2020

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 1
onsite basin 1 to sty pt 1 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 84.08 cfs
Storm frequency
= 50 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 308,537 cuft
Drainage area
= 19.220 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 50 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

101
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 3
onsite basin 2 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 73.28 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 190,530 cuft
Drainage area
= 10.780 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

102
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 6.115 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 12,266 cuft
Drainage area
= 1.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
M. 11
5.00
4.00
3.00
2.00
1.00
offsite basin 2A - pre
Hyd. No. 4 -- 50 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' J- ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

103
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 5
offsite basin 2B-pre
Hydrograph type
= SCS Runoff
Peak discharge
= 34.13 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 88,491 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
offsite basin 2113-pre
Hyd. No. 5 -- 50 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' — ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph
Report
104
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 6
sty pt 2 - pre
Hydrograph type
= Combine
Peak discharge
= 112.36 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 291,287 cuft
Inflow hyds.
= 3, 4, 5
Contrib. drain. area
= 17.320 ac
Q (cfs)
120.00
100.00
40.00
20.00
sty pt 2 - pre
Hyd. No. 6 -- 50 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 3 Hyd No. 4 Hyd No. 5

105
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 8
basin 1A to sandfilter 1-post
Hydrograph type
= SCS Runoff
Peak discharge
= 48.99 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 100,698 cuft
Drainage area
= 5.880 ac
Curve number
= 75.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
— Hyd No. 8
basin 1A to sandfilter 1-post
Hyd. No. 8 -- 50 Year
360 480 600 720 840
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320
Time (min)

Hydrograph
Report
106
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Thursday, 08 / 13 / 2020
Hyd. No. 9
thru sanfilter 1
Hydrograph type
= Reservoir
Peak discharge
= 25.03 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 100,696 cuft
Inflow hyd. No.
= 8 - basin 1A to sandfilter 1-poWax.
Elevation
= 445.32 ft
Reservoir name
= <Sandfilter 1>
Max. Storage
- 39,413 cuft
Storage Indication method used
thru sanfilter 1
Q (cfs) Hyd. No. 9 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 9 — Hyd No. 8 Total storage used = 39,413 cult

107
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 10
onsite basin 1B byass
sandfilter 1- post
Hydrograph type
= SCS Runoff
Peak discharge
= 56.05 cfs
Storm frequency
= 50 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 205,633 cuft
Drainage area
= 12.430 ac
Curve number
= 72.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
onsite basin 1B byass sandfilter 1- post
Hyd. No. 10 -- 50 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph
Report
108
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type
= Combine
Peak discharge
= 73.83 cfs
Storm frequency
= 50 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 306,328 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 12.430 ac
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
sty pt 1 - POST
Hyd. No. 11 -- 50 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' — —' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

109
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 13
onsite basin 2A to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 16.39 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 33,974 cuft
Drainage area
= 1.880 ac
Curve number
= 78.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
M
M
3.00
M
onsite basin 2A to sandfilter 2-post
Hyd. No. 13 -- 50 Year
Q (cfs)
18.00
15.00
12.00
•M
. ��
cM
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 13 Time (min)

Hydrograph Report
110
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 14
offsite basin 2C
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.250 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.90 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
offsite basin 2C to sandfilter 2-post
Hyd. No. 14 -- 50 Year
120 240 360 480 600 720 840 960
Hyd No. 14
Thursday, 08 / 13 / 2020
= 1.429 cfs
= 718 min
= 2,866 cuft
= 61
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
111
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 15
combind to sandfilter 2
Hydrograph type
= Combine
Peak discharge
= 17.81 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 36,840 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 2.130 ac
Q (cfs)
18.00
15.00
12.00
M
M
3.00
M
combind to sandfilter 2
Hyd. No. 15 -- 50 Year
Q (cfs)
18.00
15.00
12.00
•M
. ��
cM
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 15 Hyd No. 13 Hyd No. 14 Time (min)

112
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 16
thru sandfilter 2
Hydrograph type
= Reservoir
Peak discharge
= 2.139 cfs
Storm frequency
= 50 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 36,839 cuft
Inflow hyd. No.
= 15 - combind to sandfilter 2
Max. Elevation
= 448.23 ft
Reservoir name
= <sandfilter 2>
Max. Storage
= 15,696 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
M
M
3.00
thru sandfilter 2
Hyd. No. 16 -- 50 Year
Q (cfs)
18.00
15.00
12.00
•10
. ��
c10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16 Hyd No. 15 Total storage used = 15,696 cuff

113
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 17
onsite basin 2C bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 44.74 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 104,967 cuft
Drainage area
= 4.190 ac
Curve number
= 95.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
onsite basin 2C bypass sandfilter 2
Q (cfs) Hyd. No. 17 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 17 Time (min)

114
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 18
onsite basin 2B bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 40.36 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 105,384 cuft
Drainage area
= 5.620 ac
Curve number
= 75.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
onsite basin 2113 bypass sandfilter 2
Hyd. No. 18 -- 50 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

115
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 19
offsite basin 2A - post
Hydrograph type
= SCS Runoff
Peak discharge
= 4.686 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 9,400 cuft
Drainage area
= 0.820 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
offsite basin 2A - post
Hyd. No. 19 -- 50 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 Time (min)

116
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 20
offsite basin 2B-post
Hydrograph type
= SCS Runoff
Peak discharge
= 34.13 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 88,491 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
offsite basin 2113-post
Hyd. No. 20 -- 50 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' — ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 Time (min)

Hydrograph
Report
117
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 21
sty pt 2 - POST
Hydrograph type
= Combine
Peak discharge
= 118.08 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 345,082 cuft
Inflow hyds.
= 16, 17, 18, 19, 20
Contrib. drain. area
= 16.100 ac
Q (cfs)
120.00
100.00
40.00
20.00
sty pt 2 - POST
Hyd. No. 21 -- 50 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 — Hyd No. 16 Hyd No. 17 Hyd No. 18 Time (min)
• Hyd No. 19 Hyd No. 20

118
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
107.12
2
728
393,258
------
------
------
onsite basin 1 to sty pt 1 - pre
3
SCS Runoff
92.27
2
720
241,220
------
------
------
onsite basin 2 - pre
4
SCS Runoff
8.051
2
716
16,253
------
------
------
offsite basin 2A - pre
5
SCS Runoff
43.62
2
720
113,382
------
------
------
offsite basin 213-pre
6
Combine
142.35
2
720
370,855
3, 4, 5
------
------
sty pt 2 - pre
8
SCS Runoff
60.86
2
716
126,390
------
------
------
basin 1 A to sandfilter 1-post
9
Reservoir
45.75
2
720
126,387
8
445.57
43,222
thru sanfilter 1
10
SCS Runoff
71.04
2
728
261,033
------
------
------
onsite basin 1 B byass sandfilter 1- po
11
Combine
102.19
2
722
387,419
9,10
------
------
sty pt 1 - POST
13
SCS Runoff
20.19
2
716
42,330
------
------
------
onsite basin 2A to sandfilter 2-post
14
SCS Runoff
1.881
2
716
3,798
------
------
------
offsite basin 2C to sandfilter 2-post
15
Combine
22.07
2
716
46,128
13, 14
------
------
combind to sandfilter 2
16
Reservoir
5.116
2
724
46,126
15
448.56
19,002
thru sandfilter 2
17
SCS Runoff
52.82
2
716
124,874
------
------
------
onsite basin 2C bypass sandfilter 2
18
SCS Runoff
50.33
2
720
132,354
------
------
------
onsite basin 2B bypass sandfilter 2
19
SCS Runoff
6.170
2
716
12,456
------
------
------
offsite basin 2A - post
20
SCS Runoff
43.62
2
720
113,382
------
------
------
offsite basin 213-post
21
Combine
146.46
2
718
429,192
16, 17, 18,
------
------
sty pt 2 - POST
19,20
wake.gpw
Return Period: 100 Year
Thursday, 08 / 13 / 2020

119
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 1
onsite basin 1 to sty pt 1
- pre
Hydrograph type
= SCS Runoff
Peak discharge
= 107.12 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 393,258 cuft
Drainage area
= 19.220 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
40.00
20.00
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 100 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

120
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 3
onsite basin 2 - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 92.27 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 241,220 cuft
Drainage area
= 10.780 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100.00
90.00
-1 III,
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
onsite basin 2 - pre
Hyd. No. 3 -- 100 Year
Q (cfs)
100.00
90.00
-1 III,
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

121
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type
= SCS Runoff
Peak discharge
= 8.051 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 16,253 cuft
Drainage area
= 1.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
N. We
. OM
4.00
2.00
M
offsite basin 2A - pre
Hyd. No. 4 -- 100 Year
Q (cfs)
10.00
01
Me
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

122
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 5
offsite basin 2B-pre
Hydrograph type
= SCS Runoff
Peak discharge
= 43.62 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 113,382 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
offsite basin 2113-pre
Hyd. No. 5 -- 100 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph
Report
123
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 6
sty pt 2 - pre
Hydrograph type
= Combine
Peak discharge
= 142.35 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 370,855 cuft
Inflow hyds.
= 3, 4, 5
Contrib. drain. area
= 17.320 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 3 Hyd No. 4 Hyd No. 5

124
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 8
basin 1A to sandfilter 1-post
Hydrograph type
= SCS Runoff
Peak discharge
= 60.86 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 126,390 cuft
Drainage area
= 5.880 ac
Curve number
= 75.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
50.00
30.00
20.00
10.00
basin 1A to sandfilter 1-post
Hyd. No. 8 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

Hydrograph
Report
125
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Thursday, 08 / 13 / 2020
Hyd. No. 9
thru sanfilter 1
Hydrograph type
= Reservoir
Peak discharge
= 45.75 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 126,387 cuft
Inflow hyd. No.
= 8 - basin 1A to sandfilter 1-poWax.
Elevation
= 445.57 ft
Reservoir name
= <Sandfilter 1>
Max. Storage
= 43,222 cuft
Storage Indication method used
Q (cfs)
70.00
50.00
30.00
20.00
10.00
thru sanfilter 1
Hyd. No. 9 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 9 — Hyd No. 8 Total storage used = 43,222 cult

126
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 10
onsite basin 1B byass
sandfilter 1- post
Hydrograph type
= SCS Runoff
Peak discharge
= 71.04 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 261,033 cuft
Drainage area
= 12.430 ac
Curve number
= 72.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph
Report
127
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type
= Combine
Peak discharge
= 102.19 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 387,419 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 12.430 ac
Q (cfs)
120.00
100.00
40.00
20.00
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

128
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 13
onsite basin 2A to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
= 20.19 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 42,330 cuft
Drainage area
= 1.880 ac
Curve number
= 78.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M el
3.00
onsite basin 2A to sandfilter 2-post
Hyd. No. 13 -- 100 Year
Q (cfs)
21.00
18.00
15.00
12.00
• E1
3.00
0.00 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 13 Time (min)

Hydrograph Report
129
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 14
offsite basin 2C
to sandfilter 2-post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.250 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 9.30 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
offsite basin 2C to sandfilter 2-post
Hyd. No. 14 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 14
Thursday, 08 / 13 / 2020
= 1.881 cfs
= 716 min
= 3,798 cuft
= 61
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
130
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 15
combind to sandfilter 2
Hydrograph type
= Combine
Peak discharge
= 22.07 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 46,128 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 2.130 ac
combind to sandfilter 2
Q (cfs) Hyd. No. 15 -- 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
Jr0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
— Hyd No. 15 Hyd No. 13 Hyd No. 14

131
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 16
thru sandfilter 2
Hydrograph type
= Reservoir
Peak discharge
= 5.116 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 46,126 cuft
Inflow hyd. No.
= 15 - combind to sandfilter 2
Max. Elevation
= 448.56 ft
Reservoir name
= <sandfilter 2>
Max. Storage
= 19,002 cuft
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
Um
4.00
thru sandfilter 2
Hyd. No. 16 -- 100 Year
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 16 Hyd No. 15 Total storage used = 19,002 cuff

132
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Hyd. No. 17
onsite basin 2C bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 52.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 124,874 cuft
Drainage area
= 4.190 ac
Curve number
= 95.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
onsite basin 2C bypass sandfilter 2
Q (cfs) Hyd. No. 17 -- 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
— Hyd No. 17 Time (min)

133
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 18
onsite basin 2B bypass sandfilter 2
Hydrograph type
= SCS Runoff
Peak discharge
= 50.33 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 132,354 cuft
Drainage area
= 5.620 ac
Curve number
= 75.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
onsite basin 2113 bypass sandfilter 2
Hyd. No. 18 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

134
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 19
offsite basin 2A - post
Hydrograph type
= SCS Runoff
Peak discharge
= 6.170 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 12,456 cuft
Drainage area
= 0.820 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
M. 11
5.00
4.00
3.00
2.00
1.00
offsite basin 2A - post
Hyd. No. 19 -- 100 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 Time (min)

135
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 20
offsite basin 2B-post
Hydrograph type
= SCS Runoff
Peak discharge
= 43.62 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 113,382 cuft
Drainage area
= 5.470 ac
Curve number
= 69.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 9.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
offsite basin 2113-post
Hyd. No. 20 -- 100 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 Time (min)

Hydrograph
Report
136
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 08 / 13 / 2020
Hyd. No. 21
sty pt 2 - POST
Hydrograph type
= Combine
Peak discharge
= 146.46 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 429,192 cuft
Inflow hyds.
= 16, 17, 18, 19, 20
Contrib. drain. area
= 16.100 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 — Hyd No. 16 Hyd No. 17 Hyd No. 18 Time (min)
• Hyd No. 19 Hyd No. 20

137
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020 Thursday, 08 / 13 / 2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
23.5226
5.1000
0.7086
--------
2
45.7494
10.2000
0.8119
--------
3
0.0000
0.0000
0.0000
--------
5
61.0172
12.0000
0.8016
--------
10
84.3532
15.1000
0.8281
--------
25
93.8807
14.7000
0.8176
--------
50
108.9013
15.4000
0.8271
--------
100
119.2770
15.2000
0.8276
--------
File name: charlotte.IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
4.57
3.44
2.81
2.40
2.11
1.89
1.72
1.58
1.47
1.37
1.29
1.22
2
5.02
3.99
3.33
2.88
2.54
2.28
2.07
1.90
1.76
1.64
1.54
1.45
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.30
5.12
4.35
3.79
3.38
3.05
2.79
2.57
2.39
2.23
2.10
1.98
10
7.03
5.85
5.03
4.43
3.97
3.60
3.30
3.05
2.84
2.66
2.50
2.36
25
8.21
6.82
5.87
5.17
4.63
4.20
3.85
3.56
3.32
3.10
2.92
2.76
50
8.99
7.50
6.47
5.70
5.11
4.64
4.26
3.94
3.66
3.43
3.23
3.05
100
9.91
8.26
7.11
6.26
5.61
5.09
4.67
4.31
4.02
3.76
3.54
3.34
Tc = time in minutes. Values may exceed 60.
PreciD. file name:\\us0564-Dbfss01\workarouD\1784\active\178440214\desian\civil\analvsis\storm\vounasville.DCD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
3.10
3.80
3.60
4.70
5.50
6.80
7.90
9.30
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

EXHIBIT 11
Project Description
File Name.............................................................................
StormSTM.SPF
Project Options
FlowUnits.............................................................................
CFS
Elevation Type......................................................................
Elevation
Hydrology Method.................................................................
Rational
Time of Concentration (TOC) Method ..................................
User -Defined
Link Routing Method.............................................................
Hydrodynamic
Enable Overflow Ponding at Nodes ......................................
YES
Skip Steady State Analysis Time Periods ............................
NO
Analysis Options
Start Analysis On..................................................................
Jun 07, 2020
00:00:00
End Analysis On...................................................................
Jun 07, 2020
00:30:00
Start Reporting On................................................................
Jun 07, 2020
00:00:00
Antecedent Dry Days............................................................
0
days
Runoff (Dry Weather) Time Step ..........................................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ........................................
0 00:05:00
days hh:mm:ss
Reporting Time Step............................................................
0 00:05:00
days hh:mm:ss
Routing Time Step................................................................
30
seconds
Number of Elements
Qty
RainGages...........................................................................
0
Subbasins..............................................................................
15
Nodes....................................................................................
28
Junctions......................................................................
13
Outfalls.........................................................................
7
Flow Diversions...........................................................
0
Inlets............................................................................
8
Storage Nodes.............................................................
0
Links......................................................................................
21
Channels......................................................................
0
Pipes............................................................................
21
Pumps..........................................................................
0
Orifices.........................................................................
0
Weirs............................................................................
0
Outlets..........................................................................
0
Pollutants..............................................................................
0
LandUses............................................................................
0
Rainfall Details
Return Period........................................................................ 25 year(s)

Subbasin Summary
SN Subbasin
Area
Weighted
Total
Total
Total
Peak
Time of
ID
Runoff Rainfall Runoff
Runoff
Runoff
Concentration
Coefficient
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Sub-A3
0.69
0.5200
0.67
0.35
0.24
2.88
0 000500
2 Sub-A4
1.03
0.6000
0.67
0.40
0.41
4.96
0 000500
3 Sub-a4roof
0.06
0.9500
0.67
0.64
0.04
0.48
0 000500
4 Sub-A5
0.07
0.7000
0.67
0.47
0.03
0.42
0 000500
5 Sub-A5roof
0.05
0.9500
0.67
0.64
0.03
0.40
0 000500
6 Sub-A6
0.36
0.5400
0.67
0.36
0.13
1.58
0 000500
7 Sub-132.1
1.80
0.9500
0.67
0.64
1.14
13.70
0 000500
8 Sub-133
0.20
0.8200
0.67
0.55
0.11
1.28
0 000500
9 Sub-133roof
0.16
0.9500
0.67
0.64
0.10
1.24
0 000500
10 Sub-b4-roof
0.46
0.9500
0.67
0.64
0.29
3.47
0 000500
11 Sub-135
0.75
0.8800
0.67
0.59
0.44
5.30
0 000500
12 Sub-C2
0.63
0.5000
0.67
0.33
0.21
2.52
0 000500
13 Sub-C3
0.33
0.3400
0.67
0.23
0.07
0.89
0 000500
14 Sub-c3-roof
0.17
0.9500
0.67
0.64
0.11
1.30
0 000500
15 Sub-G2
1.98
0.6300
0.67
0.42
0.83
10.01
0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 A2 Junction 444.95 450.49 444.95 450.49 0.00 7.70 445.65 0.00 4.84 0 0000 0.00 0.00
2 A4-roof Junction 452.00 455.00 452.00 0.00 0.00 0.48 452.17 0.00 2.83 0 0000 0.00 0.00
3 A5-roof Junction 452.00 455.00 452.00 0.00 0.00 0.40 452.21 0.00 2.79 0 0000 0.00 0.00
4 B2 Junction 446.25 455.37 446.25 455.37 0.00 22.98 447.49 0.00 7.88 0 0000 0.00 0.00
5 B2.1EX Junction 450.87 453.24 450.87 0.00 0.00 13.68 453.24 0.00 0.00 0 0005 0.06 2.00
6 133-roof Junction 454.00 457.00 454.00 0.00 0.00 1.24 454.31 0.00 2.69 0 0000 0.00 0.00
7 B4 Junction 448.97 456.71 448.97 456.71 0.00 10.27 450.30 0.00 6.41 0 0000 0.00 0.00
8 134-roof Junction 454.00 457.00 454.00 0.00 0.00 3.46 454.72 0.00 2.28 0 0000 0.00 0.00
9 C3-roof Junction 456.00 458.00 456.00 0.00 0.00 1.30 456.57 0.00 1.43 0 0000 0.00 0.00
10 D2 Junction 443.50 448.50 443.50 0.00 25.00 14.48 448.60 0.10 0.00 0 0000 0.00 0.00
11 E2 Junction 436.79 445.00 436.79 447.00 5000.00 39.72 445.00 0.00 0.00 0 0000 0.00 0.00
12 F3ex Junction 449.48 452.14 449.48 452.14 0.00 0.00 449.48 0.00 2.66 0 0000 0.00 0.00
13 G2 Junction 453.94 455.69 453.94 455.69 0.00 10.00 454.94 0.00 0.74 0 0000 0.00 0.00
14 Out-1A2 Outfall 442.99 7.68 445.01
15 Out-1 B2 Outfall 441.81 22.95 442.80
16 Out-1C2 Outfall 452.21 4.32 452.92
17 Out-1 D2 Outfall 442.71 17.89 444.21
18 Out-1 E2 Outfall 435.43 42.68 436.94
19 Out-1 F3 Outfall 448.32 0.00 448.32
20 Out-1G2 Outfall 452.00 9.98 452.77

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft)
(ft)
(ft) N
(in)
(cfs)
(cfs)
(ft/sec)
(ft)
(min)
1 A2 Pipe
A2 Out-1A2
139.63
444.95
442.99 1.4000
24.000
0.0120 7.68
29.01
0.26
3.40
1.35
0.68
0.00 Calculated
2 A3 Pipe
A3 A2
247.16
447.51
445.05 1.0000
18.000
0.0120 7.70
11.36
0.68
6.52
0.95
0.64
0.00 Calculated
3 A4 Pipe
A4 A3
100.00
448.51
447.51 1.0000
18.000
0.0120 5.36
11.38
0.47
4.71
0.92
0.61
0.00 Calculated
4 B2 Pipe
B2 Out-1132
120.15
446.25
441.81 3.6900
24.000
0.0120 22.95
47.10
0.49
12.82
1.11
0.56
0.00 Calculated
5 B2.1 Pipe
B2.1EX B2
104.55
450.87
447.10 3.6100
18.000
0.0120 10.45
21.61
0.48
7.40
1.12
0.75
0.00 Calculated
6 B3 Pipe
B3 B2
231.85
448.57
446.25 1.0000
24.000
0.0120 12.53
24.51
0.51
6.47
1.19
0.59
0.00 Calculated
7 B4 Pipe
B4 B3
58.10
448.97
448.57 0.6900
24.000
0.0120 10.24
20.42
0.50
5.04
1.23
0.62
0.00 Calculated
8 134-roof Pipe
134-roof B4
196.19
454.00
452.00 1.0200
15.000
0.0150 3.22
5.65
0.57
4.60
0.70
0.56
0.00 Calculated
9 B5 Pipe
B5 B4
131.44
449.89
448.97 0.7000
18.000
0.0120 7.05
9.52
0.74
4.49
1.25
0.83
0.00 Calculated
10 B6 Pipe
B6 B5
85.39
450.47
449.89 0.6800
15.000
0.0120 2.23
5.77
0.39
2.48
0.95
0.76
0.00 Calculated
11 B7 Pipe
B7 B6
59.57
450.89
450.47 0.7100
15.000
0.0120 0.78
5.88
0.13
1.93
0.51
0.41
0.00 Calculated
12 C2 Pipe
C2 Out-1C2
24.08
452.45
452.21 1.0000
15.000
0.0120 4.32
7.00
0.62
5.01
0.83
0.66
0.00 Calculated
13 C3 Pipe
C3 C2
254.18
454.99
452.45 1.0000
15.000
0.0120 2.07
7.00
0.30
2.90
0.71
0.56
0.00 Calculated
14 D2 Pipe
D2 Out-1D2
52.62
443.50
442.71 1.5000
18.000
0.0130 17.89
12.87
1.39
10.12
1.47
1.00
0.00 SURCHARGED
15 E2 Pipe
E2 Out-1E2
67.85
436.79
435.43 2.0100
30.000
0.0120 42.68
63.02
0.68
10.76
1.99
0.80
0.00 Calculated
16 F3 Pipe
F3ex Out-1F3
138.39
449.48
448.32 0.8400
15.000
0.0120 0.00
6.41
0.00
0.00
0.00
0.00
0.00 Calculated
17 G2 Pipe
G2 Out-1G2
69.78
453.94
452.00 2.7700
18.000
0.0120 9.98
18.96
0.53
9.23
0.89
0.59
0.00 Calculated
18 Link-02 Pipe
133-roof B3
56.26
454.00
452.00 3.5500
15.000
0.0150 1.22
10.56
0.12
5.45
0.30
0.24
0.00 Calculated
19 Link-03 Pipe
A5-roof B7
54.80
452.00
451.00 1.8200
12.000
0.0150 0.38
4.17
0.09
3.21
0.21
0.21
0.00 Calculated
20 Link-04 Pipe
A4-roof A4
45.79
452.00
449.00 6.5500
12.000
0.0150 0.47
7.90
0.06
4.67
0.27
0.27
0.00 Calculated
21 Link-05 Pipe
C3-roof C3
55.52
456.00
454.99 1.8200
8.000
0.0150 1.27
1.41
0.90
4.39
0.52
0.77
0.00 Calculated

Inlet Summary
SN Element Inlet Manufacturer Inlet
Number of Catchbasin Max (Rim)
Initial Ponded Peak Peak Flow Peak Flow
Inlet Allowable Max Gutter Max Gutter
ID
Manufacturer Part
Location
Inlets
Invert
Elevation
Water
Area Flow Intercepted Bypassing
Efficiency
Spread
Spread Water Elev.
Number
Elevation
Elevation
by
Inlet during Peak
during Peak during Peak
Inlet
Flow
Flow
Flow
(g)
(g)
(g)
(T) (cfs)
(cfs)
(cfs)
N
(g)
(g)
(g)
1 A3
FHWA HEC-22 GENERIC NIA
On Sag
2
447.51
453.92
447.51
0.00 2.87
NIA
NIA
NIA
7.00
13.72
454.37
2 A4
FHWA HEC-22 GENERIC NIA
On Sag
2
448.51
454.40
448.51
0.00 4.95
NIA
NIA
NIA
7.00
19.12
454.95
3 B3
FHWA HEC-22 GENERIC NIA
On Sag
2
448.57
456.71
448.57
0.00 1.28
NIA
NIA
NIA
7.00
8.51
457.05
4 B5
FHWA HEC-22 GENERIC NIA
On Sag
2
449.89
453.96
449.89
0.00 5.29
NIA
NIA
NIA
7.00
19.92
454.53
5 B6
FHWA HEC-22 GENERIC NIA
On Sag
2
450.47
453.96
450.47
0.00 1.57
NIA
NIA
NIA
7.00
9.56
454.32
6 B7
FHWA HEC-22 GENERIC NIA
On Sag
2
450.89
454.73
450.89
0.00 0.41
NIA
NIA
NIA
7.00
3.11
454.86
7 C2
FHWA HEC-22 GENERIC NIA
On Sag
2
452.45
456.00
452.45
0.00 2.51
NIA
NIA
NIA
7.00
12.64
456.42
8 C3
FHWA HEC-22 GENERIC NIA
On Sag
2
454.99
457.38
454.99
0.00 0.89
NIA
NIA
NIA
7.00
6.66
457.66

Subbasin Hydrology
Subbasin : Sub-A3
Input Data
Area(ac)....................................................... 0.69
Weighted Runoff Coefficient ........................ 0.5200
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.69 - 0.52
Composite Area & Weighted Runoff Coeff. 0.69 0.52
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.35
Peak Runoff (cfs)......................................... 2.88
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.5200
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-A4
Input Data
Area(ac)....................................................... 1.03
Weighted Runoff Coefficient ........................ 0.6000
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
1.04 - 0.60
Composite Area & Weighted Runoff Coeff. 1.04 0.60
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.40
Peak Runoff (cfs)......................................... 4.96
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.6000
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-a4roof
Input Data
Area(ac)....................................................... 0.06
Weighted Runoff Coefficient ........................ 0.9500
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.63 - 0.95
Composite Area & Weighted Runoff Coeff. 0.63 0.95
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.64
Peak Runoff (cfs)......................................... 0.48
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.9500
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-A5
Input Data
Area(ac)....................................................... 0.07
Weighted Runoff Coefficient ........................ 0.7000
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.07 - 0.70
Composite Area & Weighted Runoff Coeff. 0.07 0.70
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.47
Peak Runoff (cfs)......................................... 0.42
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.7000
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-Mroof
Input Data
Area(ac)....................................................... 0.05
Weighted Runoff Coefficient ........................ 0.9500
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.05 - 0.95
Composite Area & Weighted Runoff Coeff. 0.05 0.95
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.64
Peak Runoff (cfs)......................................... 0.40
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.9500
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-A6
Input Data
Area(ac)....................................................... 0.36
Weighted Runoff Coefficient ........................ 0.5400
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.36 - 0.54
Composite Area & Weighted Runoff Coeff. 0.36 0.54
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.36
Peak Runoff (cfs)......................................... 1.58
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.5400
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-B2.1
Input Data
Area(ac)....................................................... 1.80
Weighted Runoff Coefficient ........................ 0.9500
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
1.80 - 0.95
Composite Area & Weighted Runoff Coeff. 1.80 0.95
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.64
Peak Runoff (cfs)......................................... 13.70
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.9500
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-B3
Input Data
Area(ac)....................................................... 0.20
Weighted Runoff Coefficient ........................ 0.8200
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.20 - 0.82
Composite Area & Weighted Runoff Coeff. 0.20 0.82
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.55
Peak Runoff (cfs)......................................... 1.28
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.8200
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-B3roof
Input Data
Area(ac)....................................................... 0.16
Weighted Runoff Coefficient ........................ 0.9500
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.16 - 0.95
Composite Area & Weighted Runoff Coeff. 0.16 0.95
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.64
Peak Runoff (cfs)......................................... 1.24
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.9500
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-M-roof
Input Data
Area(ac)....................................................... 0.46
Weighted Runoff Coefficient ........................ 0.9500
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.46 - 0.95
Composite Area & Weighted Runoff Coeff. 0.46 0.95
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.64
Peak Runoff (cfs)......................................... 3.47
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.9500
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-B5
Input Data
Area(ac)....................................................... 0.75
Weighted Runoff Coefficient ........................ 0.8800
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.75 - 0.88
Composite Area & Weighted Runoff Coeff. 0.75 0.88
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.59
Peak Runoff (cfs)......................................... 5.30
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.8800
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-C2
Input Data
Area(ac)....................................................... 0.63
Weighted Runoff Coefficient ........................ 0.5000
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.63 - 0.50
Composite Area & Weighted Runoff Coeff. 0.63 0.50
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.33
Peak Runoff (cfs)......................................... 2.52
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.5000
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-C3
Input Data
Area(ac)....................................................... 0.33
Weighted Runoff Coefficient ........................ 0.3400
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.33 - 0.34
Composite Area & Weighted Runoff Coeff. 0.33 0.34
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.23
Peak Runoff (cfs)......................................... 0.89
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.3400
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-c3-roof
Input Data
Area(ac)....................................................... 0.17
Weighted Runoff Coefficient ........................ 0.9500
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
0.17 - 0.95
Composite Area & Weighted Runoff Coeff. 0.17 0.95
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.64
Peak Runoff (cfs)......................................... 1.30
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.9500
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : Sub-G2
Input Data
Area(ac)....................................................... 1.98
Weighted Runoff Coefficient ........................ 0.6300
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
1.98 - 0.63
Composite Area & Weighted Runoff Coeff. 1.98 0.63
Subbasin Runoff Results
Total Rainfall (in) .......................................... 0.67
Total Runoff (in) ............................................ 0.42
Peak Runoff (cfs)......................................... 10.01
Rainfall Intensity ........................................... 8.020
Weighted Runoff Coefficient ........................ 0.6300
Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Junction Input
SN Element
Invert
Ground/Rim
Ground/Rim
Initial
Initial
Surcharge
Surcharge
Ponded
Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset
Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft2)
(in)
1 A2
444.95
450.49
5.54
444.95
0.00
450.49
0.00
0.00
42.52
2 A4-roof
452.00
455.00
3.00
452.00
0.00
0.00
-455.00
0.00
24.00
3 A5-roof
452.00
455.00
3.00
452.00
0.00
0.00
-455.00
0.00
24.00
4 B2
446.25
455.37
9.12
446.25
0.00
455.37
0.00
0.00
81.24
5 B2.1 EX
450.87
453.24
2.37
450.87
0.00
0.00
-453.24
0.00
10.44
6 133-roof
454.00
457.00
3.00
454.00
0.00
0.00
-457.00
0.00
21.00
7 B4
448.97
456.71
7.74
448.97
0.00
456.71
0.00
0.00
41.52
8 134-roof
454.00
457.00
3.00
454.00
0.00
0.00
-457.00
0.00
21.00
9 C3-roof
456.00
458.00
2.00
456.00
0.00
0.00
-458.00
0.00
16.00
10 D2
443.50
448.50
5.00
443.50
0.00
0.00
-448.50
25.00
42.00
11 E2
436.79
445.00
8.21
436.79
0.00
447.00
2.00
5000.00
68.51
12 F3ex
449.48
452.14
2.66
449.48
0.00
452.14
0.00
0.00
16.93
13 G2
453.94
455.69
1.75
453.94
0.00
455.69
0.00
0.00
3.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 A2
7.70
0.00
445.65
0.70
0.00
4.84
445.16
0.21
0 0006
0 0000
0.00
0.00
2 A4-roof
0.48
0.48
452.17
0.17
0.00
2.83
452.04
0.04
0 0005
0 0000
0.00
0.00
3 A5-roof
0.40
0.40
452.21
0.21
0.00
2.79
452.05
0.05
0 0005
0 0000
0.00
0.00
4 B2
22.98
0.00
447.49
1.24
0.00
7.88
446.56
0.31
0 0006
0 0000
0.00
0.00
5 B2.1 EX
13.68
13.68
453.24
2.37
0.00
0.00
451.42
0.55
0 0003
0 0005
0.06
2.00
6 133-roof
1.24
1.24
454.31
0.31
0.00
2.69
454.07
0.07
0 0005
0 0000
0.00
0.00
7 B4
10.27
0.00
450.30
1.33
0.00
6.41
449.28
0.31
0 0005
0 0000
0.00
0.00
8 134-roof
3.46
3.46
454.72
0.72
0.00
2.28
454.18
0.18
0 0005
0 0000
0.00
0.00
9 C3-roof
1.30
1.30
456.57
0.57
0.00
1.43
456.12
0.12
0 0005
0 0000
0.00
0.00
10 D2
14.48
14.48
448.60
5.10
0.10
0.00
447.16
3.66
0 0000
0 0000
0.00
0.00
11 E2
39.72
39.72
445.00
8.21
0.00
0.00
438.97
2.18
0 0000
0 0000
0.00
0.00
12 F3ex
0.00
0.00
449.48
0.00
0.00
2.66
449.48
0.00
0 0000
0 0000
0.00
0.00
13 G2
10.00
10.00
454.94
1.00
0.00
0.74
454.14
0.20
0 00:05
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend Additional Initial Flap
No. of
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Losses
Flow Gate
Barrels
Elevation Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
N
(in) (in)
(cfs)
1 A2
139.63
444.95
0.00
442.99
0.00 1.96
1.4000 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
2 A3
247.16
447.51
0.00
445.05
0.10 2.46
1.0000 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
3 A4
100.00
448.51
0.00
447.51
0.00 1.00
1.0000 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
4 B2
120.15
446.25
0.00
441.81
0.00 4.44
3.6900 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
5 B2.1
104.55
450.87
0.00
447.10
0.85 3.77
3.6100 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
6 B3
231.85
448.57
0.00
446.25
0.00 2.32
1.0000 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
7 B4
58.10
448.97
0.00
448.57
0.00 0.40
0.6900 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
8 34-roof
196.19
454.00
0.00
452.00
3.03 2.00
1.0200 CIRCULAR
15.000 15.000
0.0150
0.5000
0.5000
0.0000
0.00 No
1
9 B5
131.44
449.89
0.00
448.97
0.00 0.92
0.7000 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
10 B6
85.39
450.47
0.00
449.89
0.00 0.58
0.6800 CIRCULAR
15.000 15.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
11 B7
59.57
450.89
0.00
450.47
0.00 0.42
0.7100 CIRCULAR
15.000 15.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
12 C2
24.08
452.45
0.00
452.21
0.00 0.24
1.0000 CIRCULAR
15.000 15.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
13 C3
254.18
454.99
0.00
452.45
0.00 2.54
1.0000 CIRCULAR
15.000 15.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
14 D2
52.62
443.50
0.00
442.71
0.00 0.79
1.5000 CIRCULAR
18.000 18.000
0.0130
0.0000
0.5000
0.0000
0.00 No
1
15 E2
67.85
436.79
0.00
435.43
0.00 1.36
2.0100 CIRCULAR
30.000 30.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
16 F3
138.39
449.48
0.00
448.32
0.00 1.16
0.8400 CIRCULAR
15.000 15.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
17 G2
69.78
453.94
0.00
452.00
0.00 1.94
2.7700 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000
0.0000
0.00 No
1
18 Link-02
56.26
454.00
0.00
452.00
3.43 2.00
3.5500 CIRCULAR
15.000 15.000
0.0150
0.5000
0.5000
0.0000
0.00 No
1
19 Link-03
54.80
452.00
0.00
451.00
0.11 1.00
1.8200 CIRCULAR
12.000 12.000
0.0150
0.5000
0.5000
0.0000
0.00 No
1
20 Link-04
45.79
452.00
0.00
449.00
0.49 3.00
6.5500 CIRCULAR
12.000 12.000
0.0150
0.5000
0.5000
0.0000
0.00 No
1
21 Link-05
55.52
456.00
0.00
454.99
0.00 1.01
1.8200 CIRCULAR
8.040 8.040
0.0150
0.5000
0.5000
0.0000
0.00 No
1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 A2
7.68
0 0006
29.01
0.26
3.40
0.68
1.35
0.68
0.00
Calculated
2 A3
7.70
0 0005
11.36
0.68
6.52
0.63
0.95
0.64
0.00
Calculated
3 A4
5.36
0 0005
11.38
0.47
4.71
0.35
0.92
0.61
0.00
Calculated
4 B2
22.95
0 0006
47.10
0.49
12.82
0.16
1.11
0.56
0.00
Calculated
5 B2.1
10.45
0 0004
21.61
0.48
7.40
0.24
1.12
0.75
0.00
Calculated
6 B3
12.53
0 0006
24.51
0.51
6.47
0.60
1.19
0.59
0.00
Calculated
7 B4
10.24
0 0005
20.42
0.50
5.04
0.19
1.23
0.62
0.00
Calculated
8 134-roof
3.22
0 0005
5.65
0.57
4.60
0.71
0.70
0.56
0.00
Calculated
9 B5
7.05
0 0005
9.52
0.74
4.49
0.49
1.25
0.83
0.00
Calculated
10 B6
2.23
0 0006
5.77
0.39
2.48
0.57
0.95
0.76
0.00
Calculated
11 B7
0.78
0 0005
5.88
0.13
1.93
0.51
0.51
0.41
0.00
Calculated
12 C2
4.32
0 0005
7.00
0.62
5.01
0.08
0.83
0.66
0.00
Calculated
13 C3
2.07
0 0005
7.00
0.30
2.90
1.46
0.71
0.56
0.00
Calculated
14 D2
17.89
0 0000
12.87
1.39
10.12
0.09
1.47
1.00
0.00
SURCHARGED
15 E2
42.68
0 0000
63.02
0.68
10.76
0.11
1.99
0.80
0.00
Calculated
16 F3
0.00
0 0000
6.41
0.00
0.00
0.00
0.00
0.00
Calculated
17 G2
9.98
0 0005
18.96
0.53
9.23
0.13
0.89
0.59
0.00
Calculated
18 Link-02
1.22
0 0005
10.56
0.12
5.45
0.17
0.30
0.24
0.00
Calculated
19 Link-03
0.38
0 0005
4.17
0.09
3.21
0.28
0.21
0.21
0.00
Calculated
20 Link-04
0.47
0 0005
7.90
0.06
4.67
0.16
0.27
0.27
0.00
Calculated
21 Link-05
1.27
0 00:05
1.41
0.90
4.39
0.21
0.52
0.77
0.00
Calculated

Inlet Input
SN Element Inlet Manufacturer Inlet
Number of Catchbasin Max (Rim)
Inlet
Initial
Initial Ponded
Grate
ID
Manufacturer Part
Location
Inlets
Invert
Elevation
Depth
Water
Water
Area Clogging
Number
Elevation
Elevation
Depth
Factor
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
( % )
1 A3
FHWA HEC-22 GENERIC N/A
On Sag
2
447.51
453.92
6.41
447.51
0.00
0.00
0.00
2 A4
FHWA HEC-22 GENERIC N/A
On Sag
2
448.51
454.40
5.89
448.51
0.00
0.00
0.00
3 B3
FHWA HEC-22 GENERIC N/A
On Sag
2
448.57
456.71
8.14
448.57
0.00
0.00
0.00
4 B5
FHWA HEC-22 GENERIC N/A
On Sag
2
449.89
453.96
4.07
449.89
0.00
0.00
0.00
5 B6
FHWA HEC-22 GENERIC N/A
On Sag
2
450.47
453.96
3.49
450.47
0.00
0.00
0.00
6 B7
FHWA HEC-22 GENERIC N/A
On Sag
2
450.89
454.73
3.84
450.89
0.00
0.00
0.00
7 C2
FHWA HEC-22 GENERIC N/A
On Sag
2
452.45
456.00
3.55
452.45
0.00
0.00
0.00
8 C3
FHWA HEC-22 GENERIC N/A
On Sag
2
454.99
457.38
2.39
454.99
0.00
0.00
0.00

Roadway & Gutter Input
SN Element
Roadway
Roadway
Roadway
Gutter
Gutter
Gutter
Allowable
ID
Longitudinal
Cross
Manning's
Cross
Width
Depression
Spread
Slope
Slope
Roughness
Slope
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
(in)
(ft)
1 A3
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00
2 A4
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00
3 B3
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00
4 B5
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00
5 B6
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00
6 B7
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00
7 C2
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00
8 C3
N/A
0.0200
0.0160
0.0100
2.00
0.0656
7.00

Inlet Results
SN Element
Peak
Peak
Peak Flow Peak Flow
Inlet
Max Gutter
Max Gutter
Max Gutter
Time of
Total Total Time
ID
Flow
Lateral
Intercepted
Bypassing
Efficiency
Spread
Water Elev.
Water Depth
Max Depth Flooded
Flooded
Inflow
by
Inlet during Peak
during Peak
during Peak
during Peak
Occurrence Volume
Inlet
Flow
Flow
Flow
Flow
(cfs)
(cfs)
(cfs)
(cfs)
N
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 A3
2.87
2.87
N/A
N/A
N/A
13.72
454.37
0.44
00005
0.00
0.00
2 A4
4.95
4.95
N/A
N/A
N/A
19.12
454.95
0.55
00005
0.00
0.00
3 B3
1.28
1.28
N/A
N/A
N/A
8.51
457.05
0.34
00005
0.00
0.00
4 B5
5.29
5.29
N/A
N/A
N/A
19.92
454.53
0.57
00005
0.00
0.00
5 B6
1.57
1.57
N/A
N/A
N/A
9.56
454.32
0.36
00005
0.00
0.00
6 B7
0.41
0.41
N/A
N/A
N/A
3.11
454.86
0.13
00006
0.00
0.00
7 C2
2.51
2.51
N/A
N/A
N/A
12.64
456.42
0.42
00005
0.00
0.00
8 C3
0.89
0.89
N/A
N/A
N/A
6.66
457.66
0.28
00005
0.00
0.00

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Franklin County,
North Carolina
EXHIBIT 12
June 1, 2020

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Franklin County, North Carolina......................................................................13
CaB—Cecil sandy loam, 2 to 6 percent slopes...........................................13
CaC—Cecil sandy loam, 6 to 10 percent slopes.........................................14
PuC—Pacolet-Urban land complex, 2 to 10 percent slopes .......................
15
References............................................................................................................17

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CaB
Cecil sandy loam, 2 to 6
percent slopes
13.6
36.5%
CaC
Cecil sandy loam, 6 to 10
percent slopes
3.0
8.0%
PUC
Pacolet-Urban land complex, 2
to 10 percent slopes
20.7
55.5%
Totals for Area of Interest
37.2
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
11

Custom Soil Resource Report
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Franklin County, North Carolina
CaB—Cecil sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol. 2spnw
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost -free period: 200 to 250 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or saprolite derived
from schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 42 inches: clay
BC - 42 to 50 inches: clay loam
C - 50 to 80 inches: loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Pacolet, moderately eroded
Percent of map unit. 5 percent
Landform: Interfluves
13

Custom Soil Resource Report
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
CaC—Cecil sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 2spnx
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost -free period: 200 to 250 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Cecil and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Backslope, shoulder
Landform position (three-dimensional): Side slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 42 inches: clay
BC - 42 to 50 inches: clay loam
C - 50 to 80 inches: loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
14

Custom Soil Resource Report
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Pacolet, moderately eroded
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional):
Landform position (three-dimensional).
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: No
Spartanburg
Percent of map unit: 2 percent
Landform: Interfluves
Landform position (two-dimensional):
Landform position (three-dimensional).
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Backslope, shoulder
Side slope
Backslope, shoulder
Side slope
PuC—Pacolet-Urban land complex, 2 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s5c
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Pacolet and similar soils: 55 percent
Urban land: 35 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 27 inches: clay
15

Custom Soil Resource Report
BC - 27 to 35 inches: clay loam
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Urban Land
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
it.

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb1043084
17

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
18

EXHIBIT 13
Geotechnical Engineering Report
Wake Energy Electric Cooperative Facility Expansion
Youngsville, North Carolina
February 12, 2020
Project No. 70195303
Prepared for:
PARIC Corporation
St. Louis, Missouri
Prepared by:
Terracon Consultants, Inc.
Raleigh, North Carolina

February 12, 2020
PARIC Corporation
77 Westport Plaza, Suite 250
St. Louis, Missouri 63146
Attn: Mr. Craig Wall, Senior Preconstruction Manager
[P]: [phone]
[E]: [e-mail]
Re: Geotechnical Engineering Report
Wake Energy Electric Cooperative Facility Expansion
228 Park Avenue
Youngsville, Franklin County, North Carolina
Terracon Project No. 70195303
Dear Mr. Wall,
Terracon Consultants, Inc. (Terracon) has completed geotechnical engineering services for the
above referenced project in accordance with our Proposal No. P70195303 dated January 3, 2019.
This report presents the findings of the subsurface exploration and provides geotechnical
recommendations regarding earthwork and the design of foundations for new building structures,
sitework and pavements.
We appreciate the opportunity to be of service to you on this project. If you have any questions
regarding this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
- Z/�4Z''t -.eG '
Mark Weritz, P.E.
Senior Engineer
0\11
CA R0;
AA..t••�
•a SEAL
31022 _
4/1111111110
Andrew A. Nash, P.E.
Geotechnical Department Manager
Registered, NC 031022
Terracon Consultants, Inc. 2401 Brentwood Road, Ste, 107 Raleigh, North Carolina 27604
P [919] 873 2211 F [919] 873 9555 www.Terracon.com North Carolina Registered F-0869

TABLE OF CONTENTS
PAGE
EXECUTIVE SUMMARY............................................................................................................ i
1.0
INTRODUCTION..............................................................................................................1
2.0
PROJECT INFORMATION..............................................................................................1
2.1 Project Description.................................................................................................1
2.2 Site Location and Description................................................................................2
3.0
SUBSURFACE CONDITIONS.........................................................................................3
3.1 Site Geology...........................................................................................................3
3.2 Typical Profile........................................................................................................3
3.3 Groundwater..........................................................................................................3
4.0
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
.......................................4
4.1 Geotechnical Considerations.................................................................................4
4.2 Earthwork..............................................................................................................4
4.2.1 Compaction Requirements.........................................................................6
4.2.2 Grading and Drainage................................................................................7
4.2.3 Excavations...............................................................................................7
4.2.4 Construction Considerations......................................................................7
4.3 Foundations...........................................................................................................8
4.3.1 Shallow Foundation Design Recommendations.........................................8
4.3.2 Lateral Earth Pressures.............................................................................9
4.4 Seismic Considerations.......................................................................................10
4.5 Concrete Slab-on-Grade......................................................................................10
4.6 Pavement Considerations....................................................................................11
4.7 Aggregate Surfaced Areas...................................................................................13
5.0
GENERAL COMMENTS................................................................................................14
APPENDIX A — FIELD EXPLORATION
Exhibit A-1 Site Map
Exhibit A-2 Exploration Plan
Exhibit A-3 Aerial Exploration Plan
Exhibit A-4 Field Exploration Description
Exhibits A-5 to A-16 Boring Logs
APPENDIX B — LABORATORY TESTING
Exhibit B-1 Laboratory Testing Description
Exhibit B-2 Atterberg Limits Results
APPENDIX C — SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System (USCS)
Responsive Resourceful Reliable

Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
EXECUTIVE SUMMARY
Terracon has completed geotechnical services for the proposed expansion of the existing Wake
Energy Electric Cooperative Facility at 228 Park Avenue in Youngsville, North Carolina. Twelve
soil test borings were advanced to depths of 10 to 20 feet below existing grade. The following
geotechnical considerations were identified:
Facility expansion will include several new buildings: 11,600 square foot
Covered Wire & Material Storage Building with attached 2,900 square foot
covered Vehicle Storage area; 14,460 square foot Vehicle Storage Building;
14,000 square foot Warehouse; and a 6,000 square foot Vehicle Maintenance
Building. Expansion will also include construction of new concrete aprons,
asphalt driveways, and aggregate surfaced areas.
The soil profile generally consists of medium stiff to very stiff sandy clay or loose
to medium dense clayey sand overlying loose to dense silty sand or medium stiff
to hard sandy silt. Partially weathered rock, or intact solid rock, were not
encountered in project test borings.
Maximum column and wall loads of new structures, provided by the structural
engineer, are 75 kips, and 5 kips per foot, respectively. Foundations bearing on
undisturbed native soil, or on properly prepared structural fill, can be designed
with an allowable bearing pressure of 3,000 pounds per square foot. Interior
concrete slabs can be designed with a subgrade modulus of 150 pounds per
cubic inch.
Low plastic soils encountered at test boring locations are suitable for use as
structural fill material. Moisture conditioning may be required during site grading.
Shallow fine-grained plastic soils with plasticity indices greater than 30 were
encountered in test borings and can exhibit significant shrink -swell behavior. These
soils can be difficult to place and compact as engineered fill and are susceptible
to expansion when wetted.
To reduce potential soil expansion effects of highly plastic soils (plasticity indices
greater than 30) on foundations, slabs, and pavements, we recommend that highly
plastic soils be removed (or chemically treated), where present, within 3 feet of
finished grade within building footprints, and within 2 feet of finished pavement
grade. We recommend a budget contingency for additional work to improve
subgrade soils.
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
Earthfills higher than 10 feet can induce ground settlements greater than 1 inch.
We recommend that sufficient time be given to allow ground settlement of
earthfills to occur before initiation of further construction.
As the site has been previously developed, existing fill is likely present at
scattered locations across the site. There is an inherent risk to the owner that
soft or unsuitable material within or buried by existing fill will not be discovered.
This risk of unforeseen conditions can be reduced by performing additional site
testing and evaluation.
Existing/former leach fields may be present within the northern portion of the site
— leach fields as well as other existing structures and utilities will require proper
decommissioning, closure, and demolition before commencement of new
construction.
A seismic site class of "D" is appropriate for this site.
This summary should be used in conjunction with the entire report for design purposes. It
should be recognized that details were not included or fully developed in this section, and the
report must be read in its entirety for a comprehensive understanding of the items contained
herein. The GENERAL COMMENTS section should be read for an understanding of the report
limitations.
Responsive Resourceful Reliable

GEOTECHNICAL ENGINEERING REPORT
Wake Energy Electric Cooperative Facility
228 Park Avenue
Youngsville, North Carolina
Terracon Project No. 70195303
February 12, 2020
1.0 INTRODUCTION
Terracon has completed Geotechnical Services for the proposed expansion of the Wake Energy
Electric Cooperative Facility in Youngsville, North Carolina. The purpose of these services is to
provide information and geotechnical engineering recommendations relative to:
subsurface soil conditions groundwater conditions
site preparation / earthwork foundation design and construction
floor slab design and construction seismic considerations
pavement thickness design
2.0 PROJECT INFORMATION
2.1 Project Description
ITEM DESCRIPTION
' 11,600 square foot Covered Wire & Material Storage
Building with attached 2,900 square foot covered Vehicle
Storage area.
14,460 square foot Vehicle Storage Building
Structures 14,000 square foot Warehouse
6,000 square foot Vehicle Maintenance Building
Structures are assumed to be single -story, steel framed or
CMU construction, with a concrete slab -on -grade (non -
basement).
Finished floor elevation (FFE) Not known at this time but are expected to be near existing grade.
■ Columns: 75 kips
Maximum loads (provided) Walls: 5 kips per linear foot (klf)
Slabs: 150 pounds per square foot (psf, assumed)
1
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
Grading
Pavements
ITEM DESCRIPTION
Up to 8 feet of cut and may be required to develop final grade along
the northern margin of the site.
Free-standing retaining walls
Below Grade Structures
Final slope angles less than 3H:1 V (Horizontal: Vertical) with
heights less than 8 feet are expected.
The southern paved entrance road will be relocated slightly to the
east of its existing alignment, and a new 30-foot wide concrete
apron will be constructed north of existing buildings, and around
new vehicle maintenance buildings and the new eastern warehouse.
A new gravel laydown area will be constructed within the northern
portion of the site.
We assume both rigid (concrete) and flexible (asphalt) pavement
sections will be utilized in the facility expansion. We have assumed
500,000 ESALs for heavy-duty pavements and 50,000 ESALs for
light -duty pavements
Retaining walls are not expected to be constructed as part of site
development to achieve final grades.
8,000 square foot underground transformer area.
If any of the project information outlined above is inconsistent with the proposed construction, or
if the design changes, Terracon requests the opportunity to review our recommendations.
2.2 Site Location and Description
ITEM DESCRIPTION
The project is located at 228 Park Avenue (US Route 1A) in
Youngsville, North Carolina. Land parcel size is 30 acres.
Location
Approximate site coordinates:
36.0347' N, 78.4820' W
' The project site is currently developed with existing office and
warehouse buildings, associated parking lots, and maintenance and
Existing improvements storage yards. We understand two existing storage buildings will be
removed for new construction.
Current ground cover Existing asphalt and gravel pavements within fenced area. Grass
turf and wooded areas outside fenced area.
Approximately el 466 feet within central area outside fence to el 440
Existing topography i feet at northwest and southeast corners of the parcel.
Responsive Resourceful Reliable 2

Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
According to the 2004 Preliminary Bedrock Geologic Map of the Raleigh 30' x 60' Quadrangle,
North Carolina, the site is located within the Raleigh Terrane of the Raleigh Belt. Bedrock
underlying the site is mapped as Raleigh Gneiss, consisting of moderately to heavily
metamorphosed, variably layered, biotitic gneiss and schist. Soils at the site are residual in
nature and developed from severe weathering of parent bedrock.
3.2 Typical Profile
Based on the results of project test borings, subsurface conditions within 10 to 20 feet of the
ground surface consist of heavily weathered soils and can be generalized as follows:
Approximate Depths to
Stratum Bottom of Stratum Material Description Consistency/Density
Moderately to Highly Plastic Clay Medium stiff to hard
1 0 to 4 to Clayey Sand or loose to medium
dense
2 0 to 17.5 Sandy Elastic Silt Medium stiff to hard
3 >20 Silty Sand Loose to medium
Dense
As the site was previously developed, zones of surficial existing fill should be anticipated across the
site.
Further details of the conditions encountered during subsurface exploration can be found on the
boring logs in Appendix A of this report. Stratification boundaries on the boring logs represent
the approximate location of changes in soil types; in -situ, the transition between materials may
be gradual.
3.3 Groundwater
Groundwater was not observed in project test borings. The occurrence and location of
subsurface water will vary throughout the year based on variations in precipitation, runoff and
evaporation.
Responsive Resourceful Reliable 3

Geotechnical Engineering Report Irerracon
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Test borings generally indicate clayey soils overlying deeper sandy silt or silty sand soils.
Shallow micaceous, highly plastic soils can cause vertical movements of pavements, slabs or
foundations with changes in soil moisture. To reduce soil expansion effects of highly plastic
soils on foundations, slabs, and pavements, we recommend that fine-grained soils with plasticity
indices greater than 30 to be removed (or chemically treated), where present, within 3 feet of
finished grade for buildings and 2 feet for pavements. Undercut and replacement of highly
plastic soil, extending depth of footings, or lime treatment can reduce potential soil volume
changes due to changes in soil moisture.
Design and construction of shallow foundations are suitable for proposed building structures.
Foundations can be designed with an allowable net bearing pressure of 3,000 pounds per
square foot (psf) and should bear on competent natural soils or engineered structural fill.
As the site was previously developed, existing fill may be present and should be anticipated
across the project site. There is an inherent risk for the owner that soft or unsuitable material
within or buried by artificial fill will not be discovered. This risk of unforeseen conditions can be
reduced by performing additional site testing and evaluation.
Near -surface clayey soils are moisture sensitive and can become soft and unstable when wet,
and shrink as they dry out. These characteristics make moisture sensitive soils particularly
difficult to place and compact as engineered fill. Subgrade soils should be protected from
weather, and may require improvement such as incorporation of geotextiles, or lime
stabilization. We recommend a budget contingency be established for additional work to
improve subgrade soils.
A seismic site class of "D" is appropriate for this site.
A more complete discussion of these points and additional information are included in the
following sections.
4.2 Earthwork
Test borings advanced at the site generally encountered severely weathered, residual soils
consisting of medium stiff to hard, plastic clay and silt soils. We recommend undercutting soft or
highly plastic materials within building footprints and pavement subgrade and replacement with
structural fill, or ABC.
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
Existing vegetation, topsoil, and trees (including complete root systems) should be stripped and
removed from proposed construction areas. Stripping depths could vary and actual stripping
depths should be evaluated by a Terracon representative. Topsoil is expected to be deeper
near mature trees.
Construction will require demolition of existing structures and complete removal of their
remaining foundations and slabs. Existing utilities to be abandoned, such as existing wells,
septic tanks, and leachfields should be properly decommissioned, removed, or filled with grout
within proposed construction areas. Utilities that are to remain should be accurately located
horizontally and vertically to minimize conflict with new construction. Existing pavements
outside new construction can remain in place (or rubblized in place) during construction to
protect the subgrade from construction traffic.
After demolition, stripping, and grubbing, exposed soils in areas to receive fill, and in cut areas,
should be proof -rolled to detect soft, unstable, or otherwise unsuitable soils. Proof -rolling
should be performed with a loaded, tandem -axle dump truck or similar rubber -tired construction
equipment with a minimum gross weight of 20,000 lb. The proof -rolling operations should be
observed by a representative of the geotechnical engineer and should be performed after a
suitable period of dry weather to avoid degrading an otherwise acceptable subgrade.
Highly plastic soils were encountered in project test borings. Highly plastic soils do not perform
well when exposed at subgrade elevations due to their potential to shrink and swell with
changes in moisture content. Highly plastic soils (plasticity index greater than 30) should be
removed where present within 3 feet of finished surface grade within structural footprints, or
within 2 feet of finished exterior slab or pavement grade. Highly plastic materials may be reused
in deeper fill sections. As an alternative, highly plastic materials can remain in place with
chemical stabilization (lime treatment).
Areas exhibiting excessive deflection or rutting, or where otherwise unsuitable material is
encountered, should be remediated as directed by the geotechnical engineer. Remediation
may consist of local over -excavation and replacement. We expect that less remedial effort will
be required if earthwork is performed during warmer, drier periods of the year.
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
Irerracon
Engineered fill should meet the following material property requirements:
Fill Type' USCS Classification
Acceptable Location for Placement
Onsite or imported Low- to
All locations and elevations except as
Moderate -Plasticity Soil (min. CL, ML, SC, SM
backfill behind retaining walls or
20% fines)
mechanically stabilized earth walls
Sand / Gravel with less than
NCDOT CABC — suitable beneath
GW/GP, SW/SP
10% fines Z
pavement sections and floor slabs
Not to be used as backfill behind
retaining walls or within 3 feet of
On -site Soils CH, MH
structures or 2 feet of finished
pavement grade
1 . Controlled, fill should consist of approved materials that are free of organic
matter and debris. A sample of each material type
should be submitted to the geotechnical engineer for evaluation.
2. Soil with less than 10% fines (silt and clay) should not be used as general fill to raise site grades to prevent perched water
conditions where water infiltrating the surface zone can be trapped over the underlying less -permeable soil zone.
If fill is placed in areas of the site where existing slopes are steeper than 5H:1V (horizontal :
vertical), the area should be benched to reduce the potential for slippage between existing slopes
and fills. Benches should be wide enough to accommodate compaction and earth moving
equipment and to allow placement of horizontal lifts of fill.
4.2.1 Compaction Requirements
Compaction of on -site soils will require careful moisture control to achieve adequate densities to
condition excessively dry or wet soils. The following table summarizes our recommended
compaction requirements.
Item
Fill Lift Thickness
Description
9-inches or less in loose thickness (4-inch to 6-inch lifts
when hand -operated equipment is used).
Minimum of 95% of the material's standard Proctor
maximum dry density (ASTM D698).
Compaction RequirementsThe top lift of engineered fill should be compacted to a
minimum of 98% of the material's standard Proctor
maximum dry density (ASTM D698) for retaining walls,
buildings and pavements.
Within the range of -2% to +3% of optimum moisture content
Moisture Content as determined by the standard Proctor test at the time of
placement and compaction.
1 . Engineered fill should be tested for moisture content and compaction during placement. If in -place density tests indicate
the specified moisture or compaction limits have not been met, the area represented by the tests should be reworked and
retested as required until the specified moisture and compaction requirements are achieved.
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina Irerrar
February 12, 2020 Terracon Project No. 70195303
4.2.2 Grading and Drainage
During construction, grades should be sloped to promote runoff away from construction areas.
Final grades should be sloped away from structures on all sides to prevent ponding of water. If
gutters or downspouts do not discharge directly onto pavement, they should not discharge
directly adjacent to the building in landscaped areas. This can be accomplished using splash -
blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the
downspout if necessary. Flexible pipe should only be used if it is day -lighted in such a manner
that it gravity -drains collected water. Splash -blocks should also be considered below hose bibs
and water spigots. Paved surfaces that adjoin buildings should be sealed with caulking or other
sealant to prevent moisture infiltration at the building envelope; maintenance should be
performed as necessary to maintain the seal.
4.2.3 Excavations
We anticipate that conventional earth excavation equipment will be sufficient for most
excavations. All excavations that may be required should, at a minimum, comply with
applicable local, state and federal safety regulations, including the current OSHA Excavation
and Trench Safety Standards to provide stable and safe working conditions.
Groundwater may occur in a perched condition within more permeable lenses, seams, or zones.
As a result, excavations can sporadically encounter localized groundwater although a general
groundwater table is not indicated. When encountered, groundwater flow can typically be
handled by pumping from sumps within excavations.
4.2.4 Construction Considerations
On -site soils are moisture sensitive and become weaker and unstable with increasing moisture
content. To the extent practical, site earthwork should be performed during the summer and
early fall months when improved drying conditions and the shorter duration of rainfall events
reduce the risk of moisture related earthwork difficulties. This does not preclude earthwork
during other times of the year, but performing site earthwork during the late fall, winter, and
spring can increase the need for remedial earthwork. Subgrade soils may require improvement
such as incorporation of geotextiles or lime stabilization. We recommend a budget contingency
for additional work to improve subgrade soils.
A qualified geotechnical engineer should be retained during the construction phase of the
project to observe earthwork and to perform necessary tests and observations during subgrade
preparation; to monitor subgrade improvement, proof -rolling, placement and compaction of
controlled compacted fills, backfilling of excavations to the completed subgrade; and to observe
footing excavations prior to placing reinforcing steel.
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Geotechnical Engineering Report Ireirracon
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
4.3 Foundations
Design and construction of shallow foundations are suitable for proposed building structures.
Foundations should bear on competent natural soils or engineered structural fill. The successful
performance of shallow foundations will be dependent upon appropriate site preparation, proper
modification methods, adequate compaction of new fill zones, and evaluation of foundation
bearing conditions at the time of foundation construction. Any unsuitable soils encountered
during preparation of foundation subgrade should be over -excavated and replaced with properly
compacted soil fill or crushed aggregate base course.
4.3.1 Shallow Foundation Design Recommendations
Design recommendations for a shallow foundation system supporting columns with maximum
loads less than 75 kips are presented in the following table and paragraphs.
DESCRIPTION VALUE
Foundation Type Conventional Shallow Spread or Strip Footings
Bearing Material Approved native soils or compacted, new
engineered fill
Allowable Bearing Pressure' 3,000 psf
Minimum Width/Diameter Column Spread Footings: 24 inches
Strip Footings: 16 inches
Minimum Embedment Depth Below Finished
Grade for Frost Protection 12 inches
Total Estimated Settlement3 Less than 1 inch
Estimated Differential Settlement3 'h inch across the footprint of a structure.
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding
overburden pressure at the footing base elevation.
2. For perimeter footings and footings beneath unheated areas.
3. The actual magnitude of settlement that will occur beneath the foundations will depend upon the variations within
the subsurface soil profile, the structural loading conditions, and the quality of the foundation excavation. The
estimated total and differential settlements listed assume that the foundation related earthwork and the foundation
design are completed in accordance with our recommendations.
Finished grade for determining minimum embedment depth is defined as the lowest adjacent
grade within five feet horizontally of the foundation for perimeter (or exterior) footings and
finished floor level for interior footings. The allowable bearing pressures apply to dead load plus
live load conditions. The design bearing pressure may be increased by one-third when
considering total loads that include wind or seismic conditions. The weight of the foundation
concrete below grade may be neglected in dead load computations.
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
The dead weight of the foundation and the soil directly over the plan area of the footing should
be used in calculating uplift resistance. For this calculation, we recommend a soil unit weight of
115 pounds per cubic foot and a safety factor of at least 1.5. Lateral resistance may be
calculated by using a coefficient of friction of 0.35 between the bottom of a footing and the
underlying soil.
A representative of the geotechnical engineer should be retained at the time of structural fill
placement, and foundation construction to observe the subgrade preparation process. A
combination of hand auger borings, dynamic cone penetrometer (DCP) testing, and probing
should be performed to confirm the suitability of the subgrade materials for the design bearing
pressure or placement of engineered fill. Should soft, loose, or otherwise unsuitable materials
be encountered, over -excavation and replacement with new engineered fill or lean concrete
may be recommended. Depending on foundation bearing elevations, some undercutting may
be required due to highly plastic soils. Where highly plastic soils are exposed at the footing
bearing elevation, footing excavations should be extended at least 3 feet below exterior grade.
Washed stone should not be used as backfill over highly plastic soil as perched water can
cause soil to swell and/or weaken.
The base of all foundation excavations should be free of water and loose soil prior to placing
concrete. Concrete should be placed as soon as practical after excavating to reduce bearing
soil disturbance. Should the soils at bearing level become excessively disturbed or saturated,
the affected soil should be removed prior to placing concrete. It is recommended that the
geotechnical engineer be retained to observe and test the soil foundation bearing materials.
4.3.2 Lateral Earth Pressures
Native soils that may be excavated on -site are generally not acceptable for use as backfill
against below grade walls or for use as backfill for mechanically stabilized earth walls. On -site
materials, however, can be used as backfill for wall heights of less than 4 feet. With greater wall
heights, clean granular material becomes the preferred choice due to both the reduction in
lateral pressures and better drainage characteristics. The following equivalent fluid pressures
are recommended for unrestrained cantilever retaining walls:
Active
Cohesive soil backfill (clays and silts)............................................................. 55 psf/ft
Granular soil backfill (sand/gravel with less than 20% fines) ........................... 35 psf/ft
Passive:
Cohesive soil backfill (clays and silts)........................................................... 200 psf/ft
Granular soil backfill (sand/gravel with less than 20% fines) ......................... 375 psf/ft
For a cantilever type wall restrained from rotation at the top, recommended equivalent fluid
pressures for retaining wall design are:
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
lfi
At -Rest:
Cohesive soil backfill (clays and silts)............................................................. 75 psf/ft
Granular soil backfill (sand/gravel with less than 20% fines) ........................... 55 psf/ft
The lateral earth pressures presented above do not include any factor of safety and are not
applicable for submerged soils/hydrostatic loading.
4.4 Seismic Considerations
The seismic site classification is based on determination of the site soil profile to a depth of 100
feet. Borings at this site extended to a maximum depth of 20 feet. The site properties below the
maximum boring depth to 100 feet were estimated based on our experience and knowledge of
geologic conditions of the general area. Deeper borings or geophysical testing can be
performed to confirm the conditions below the maximum boring depth. Seismic design
parameters are summarized in the table below:
Item
Seismic Site Class
(2015 International Building Code)
Mapped Spectral Response Acceleration
Parameters
Design Spectral Response Acceleration
Parameters
4.5 Concrete Slab -on -Grade
Item
Floor slab support
Seismic Parameters
IC
Ss = 0.142g S1 = 0.072g
SMs = 0.227g Smi = 0.172g
Sys = 0.1519 SD1 = 0.115g
Description
Approved/prepared site soils or new structural fill
Modulus of subgrade reaction (k) 1 150 pounds per square inch per inch (psi/in)
Stone Base Course 4 inches of crushed aggregate base course (NCDOT CABC)
The slab subgrade can be supported on approved/properly prepared native soils or new
structural fill. Floor subgrades should be maintained in a relatively moist yet stable condition
until floor slabs are constructed. If the subgrade should become excessively desiccated or wet
prior to construction of floor slabs, the affected material should be removed and replaced with
suitable material. Upon completion of grading operations in the building area, care should be
taken to maintain the recommended subgrade moisture content and density prior to construction
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
of the floor slabs. Saw -cut control joints can be placed in the slab to help control the location
and extent of cracking. For additional recommendations, refer to the ACI Design Manual.
The use of a vapor retarder should be considered beneath interior concrete slabs on grade that
will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings. The
slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the
use and placement of a vapor retarder.
4.6 Pavement Considerations
When prepared as outlined in section 4.2 Earthwork, the subsurface materials appear to be
suitable for support of pavement sections.
Pavement thickness design is dependent upon:
■ the anticipated traffic conditions during the life of the pavement;
■ subgrade and paving material characteristics; and
■ climatic conditions of the region.
We have assumed that traffic loads at the site will be produced by automobiles and trucks.
Anticipated traffic conditions are typically described by the number of equivalent single 18-kip
axle loads (ESALs) during the pavement design life.
For this project, two
pavement section alternatives have been
provided. The
light -duty and
heavy-duty sections
should be used for automobile parking
areas (50,000
ESALs), and
driveways, (500,000
ESALs) respectively. A CBR value of 4
was assumed
for pavement
thickness design purposes.
Normally loaded concrete pavements can be designed with a minimum Portland cement
concrete pavement thickness of at least 6 inches underlain by at least 4 inches of aggregate
base material. For concrete pavements subject to concentrated and repetitive loading
conditions, i.e. dumpster pads and ingress/egress aprons, or in areas where vehicles will turn at
low speeds, we recommend using a Portland cement concrete pavement with a thickness of at
least 7 inches underlain by at least 4 inches of aggregate base course. For dumpster pads, the
concrete pavement area should be large enough to support the container and tipping axle of the
refuse truck.
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
As a minimum, we recommend the following typical pavement sections to be considered for
lightly -loaded flexible pavements.
Material Thickness (inches) Preparation
Upper 12 inches of tested and 98% of Standard Proctor
Subgrade approved existing soil or -2% to +3% optimum moisture
engineered fill content
Aggregate Base 6 100% of Modified Proctor
(NCDOT CABC) `
Asphalt Surface Course 3 Per NCDOT Specifications
(NCDOT S-9.513)
Total Pavement Section 9
All materials should meet the current North Carolina Department of Transportation (NCDOT) mix design
criteria found in Table 610-3 (updated 12-6-17) of the Standard Specifications for Roads and Structures.
As a minimum, we suggest the following typical pavement section be considered for heavy-duty
pavements that will handle combined car and truck traffic (driveways).
Material Thickness (inches)
Upper 12 inches of tested
Subgrade and approved existing soil or
engineered fill
Aggregate Base
(NCDOT CABC)
Asphalt Surface Course
(NCDOT S-9.513)
Asphalt Binder Course
(NCDOT 1-19.00)
Total Pavement Section
1.5
2.5
12
U ]Kreparation'
98% of Standard Proctor
-2% to +3% optimum moisture
content
100% of Modified Proctor
Per NCDOT Specifications
Per NCDOT Specifications
All materials should meet the current North Carolina Department of Transportation (NCDOT) mix design criteria
found in Table 610-3 (updated 12-6-17) of the Standard Specifications for Roads and Structures.
The placement of a partial pavement thickness for use during construction is not suggested
without a detailed pavement analysis incorporating construction traffic. In addition, we should be
contacted to confirm the traffic assumptions outlined above. If the actual traffic varies from the
assumptions outlined above, modification of the pavement section thickness will be required.
Recommendations for pavement construction presented depend upon compliance with
recommended material specifications. To assess compliance, observation and testing should be
performed under the direction of the geotechnical engineer.
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
Asphalt concrete aggregates and base course materials should conform to the North Carolina
Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures."
Concrete pavement should be air -entrained and have a minimum compressive strength of 4,000
psi after 28 days of laboratory curing per ASTM C-31.
The performance of all pavements can be enhanced by minimizing excess moisture which can
reach the subgrade soils. The following recommendations should be considered a minimum:
■ site grading at a minimum 2 percent grade away from the pavements;
■ subgrade and pavement surface with a minimum 1/4 inch per foot slope to
promote proper surface drainage; and
■ installation of joint sealant to seal cracks immediately.
Preventative maintenance should be planned and provided for through an ongoing pavement
management program to enhance future pavement performance. Preventative maintenance
activities are intended to slow the rate of pavement deterioration and to preserve the pavement
investment. Preventative maintenance, which consists of both localized maintenance (e.g.
crack and joint sealing and patching) and global maintenance (e.g. surface sealing), is usually
the first priority when implementing a planned pavement maintenance program and provides the
highest return on investment for pavements.
4.7 Aggregate Surfaced Areas
New aggregate surfaced areas are planned to be constructed within the northern portion of the
project site. Existing aggregate surfaced areas may also be resurfaced and re -graded during
facility expansion.
As a minimum, we recommend the following sections to be considered for aggregate surfaced
areas.
Item Description
Short Term Section 18" NCDOT CABC
Long Term Section 1 12" NCDOT CABC with Tensar TX160 placed at soil subgrade
Aggregate base should be compacted to at least 100% Modified Proctor maximum dry density in maximum 6-inch loose
lifts.
All prepared subgrades should be proof -rolled prior to placement of crushed stone surfacing.
Proofrolling should be performed with a loaded tandem axle dump truck weighing at least 15
tons. Identified unstable subgrade areas should be repaired as directed by the geotechnical
engineer. Subgrade repair may consist of local over -excavation and replacement or chemical
treatment. We expect that less remedial effort will be required if earthwork is performed during
warmer, drier periods of the year
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Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
The performance of all pavements and aggregate surfaced areas can be enhanced by
minimizing excess moisture which can reach the subgrade soils. We recommend constructing
the subgrade and base course surface with a minimum 1/4 inch per foot (2%) slope to promote
proper drainage and site grading at a minimum 2 percent grade. For aggregate surfaced areas,
periodic resurfacing and re -grading, as needed, will enhance longer term performance.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications, so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth -related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur across the site, or due to the
modifying effects of weather. The nature and extent of such variations may not become evident
until during or after construction. If variations appear, we should be immediately notified so that
further evaluation and supplemental recommendations can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
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APPENDIX A
FIELD EXPLORATION

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Q

Geotechnical Engineering Report Irerracon
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
Field Exploration Description
The boring locations were established in the field by measuring from existing site features and
estimating right angles or by GPS location. Locations of borings should be considered accurate
only to the degree implied by the means and methods used to define them.
The borings were advanced with a truck -mounted CME 45 rotary drill rig by mud rotary
methods. Samples of the soil encountered in the borings were obtained using the split barrel
sampling procedures.
In the split -barrel sampling procedure, the number of blows required to advance a standard
2-inch O.D. split -barrel sampler the final 12 inches of the typical total 18-inch penetration by
means of a 140-pound safety hammer with a free fall of 30 inches, is the standard penetration
resistance value (SPT-N). This value is used to estimate the in -situ relative density of
cohesionless soils and consistency of cohesive soils. Soil samples were taken at 2.5-foot
intervals above a depth of 10 feet and at 5-foot intervals below 10 feet.
The samples were tagged for identification, sealed to reduce moisture loss, and taken to our
laboratory for further examination, testing, and classification. Information provided on the boring
logs attached to this report includes soil descriptions, consistency evaluations, boring depths,
sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings
prior to the drill crew leaving the site.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method. This higher efficiency affects the standard penetration resistance
blow count (N) value by increasing the penetration per hammer blow over what would be
obtained using the cathead and rope method. The effect of the automatic hammer's efficiency
has been considered in the interpretation and analysis of the subsurface information for this
report.
A field log of each boring was prepared by the drill crew. These logs included visual
classifications of the materials encountered during drilling as well as the driller's interpretation of
the subsurface conditions between samples. Final boring logs included with this report
represent the engineer's interpretation of the field logs and include modifications based on
laboratory observation of the samples.
onsive Resourceful Reliable Exhibit A-4

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BORING LOG NO. B-1
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(D
LOCATION See ExhibitA-2
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ATTERBERG
LIMITS
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Latitude: 36.0340 Longitude:-78.4820
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, 4 inches
ND (SCE, fine to coarse grained, red brown, moist, loose to medium
5-5-3-4
ceous
r4.0
N=8
4-5-5-8
N=10
SANDY ELASTIC SILT (MH), fine tocoarse grained, light gray and tan, moist to very
moist, very stiff, intact granite/gneiss texture
6-8-11-11
5
N=19
11-14-11-7
11
18.0
N=25
SILTY SAND (SM), fine to coarse grained, light gray, pink, tan and dark gray, moist to
very moist, loose to medium dense, intact granite/gneiss texture
4-5-5-5
N=10
10
2-3-3
N=6
15
3-4-5
N=9
. 20.0
20
Boring Terminated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-5

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BORING LOG NO. B-2
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
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ATTERBERG
LIMITS
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Latitude: 36.0350 Longitude:-78.48230
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DEPTH
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ASPHALT, 4 inches
SANDY ELASTIC SILT (MH), fine to coarse grained, red brown to brown, moist, very
7-9-6-10
stiff to hard, micaceous
N=15
24
8-9-13-14
28
N=22
16-16-15-17
26
5
N=31
15-14-11-11
N=25
7-7-7-7
N=14
10.0
10
SILTY SAND (SM), fine to coarse grained, gray, tan, and dark gray, moist to very
moist, loose, disintegrated granite/gneiss structure
X4-3-4
N=7
15-
3-5-5
N=10
20.0
20
Boring Terminated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-6

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BORING LOG NO. B-3
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
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ATTERBERG
LIMITS
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Latitude: 36.0351 ° Longitude:-78.48240
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DEPTH
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ASPHALT, 4 inches
SANDY FAT CLAY (CH), fine to coarse grained, brown, moist, stiff, micaceous
4-4-4-5
N=8
5-6-8-8
N=14
4.0
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, micaceous
5
8-11-15-18
N=26
23-22-22-23
N=44
X
7-7-8-11
—
N=15
10
SILTY SAND (SM), fine grained, gray brown, very moist, loose, micaceous
3-3-3
N=6
15
3-3-5
N=8
.
20.0
20
Boring Terminated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-7

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BORING LOG NO. B-4
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
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ATTERBERG
LIMITS
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Latitude: 36.03550 Longitude:-78.48330
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DEPTH
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SANDY LEAN CLAY (CLI, fine to coarse grained, brown, moist, medium stiff
3-3-4-4
20
N=7
2.0
SANDY ELASTIC SILT (MH), fine to medium grained, tan and brown to mottled with
red brown, moist, very stiff to hard, micaceous
4-8-10-14
N=18
32
16-18-18-21
22
5
N=36
17-18-15-14
N=33
12-11-11-10
N=22
10
[--I-
:
112.5
SILTY SAND (SM), fine grained, tan and brown, moist to very moist, loose,
micaceous
X3-3-3
N=6
15-
X
3-3-6
N=9
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20
—
Boring Terminated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-8

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BORING LOG NO. B-5
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
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ATTERBERG
LIMITS
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Latitude: 36.03550 Longitude:-78.48220
_
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DEPTH
O
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SILTY SAND (SM), fine to coarse grained, dark brown gray, moist, medium dense
4-5-5-5
N=10
2.0
SANDY FAT CLAY (CH), fine to medium grained, red brown, moist, stiff
4-5-8-10
N=13
4.0
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, micaceous
10-10-10-13
5—
N=20
12-13-13-13
N=26
X16-16-16-16
N=32
10-
12.5
SILTY SAND (SM), fine grained, olive gray, moist, loose to medium dense,
micaceous
X4-5-8
N=13
15-
X
3-3-3
N=6
'• :.zo.o
20
-
Boring Terminated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-9

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BORING LOG NO. B-6
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
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ATTERBERG
LIMITS
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Latitude: 36.03470 Longitude:-78.48140
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DEPTH
O
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CONCRETE, 4 inches
SANDY FAT CLAY (CH), fine to coarse grained, red brown, moist, stiff, micaceous
9-5-5-6
N=10
33
2.0
SANDY ELASTIC SILT (MH), fine to coarse grained, brown, moist, medium stiff to
stiff, micaceous
4-6-6-7
N=12
28
2-3-4-4
33
5
N=7
3-3-3-4
N=6
• 8.0
SILTY SAND (SM), fine to coarse grained, light gray, pink, tan and dark gray to dark
olive brown, moist, loose to medium dense, intact granite/gneiss texture
3-5-14-15
N=19
10
3-3-3
N=6
15
3-3-3
30
N P
29
N=6
20.0
20
Boring Terminated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-10

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BORING LOG NO. B-7
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
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ATTERBERG
LIMITS
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Latitude: 36.03470 Longitude:-78.48090
_
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Lu F
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vi z
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UL
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vi
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LL-PL-PI
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(7
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¢
r`
00
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DEPTH
O
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CLAYEY SAND (SCE, fine to coarse grained, light gray and tan, moist, loose
8-4-5-6
N=9
2.0
SANDY ELASTIC SILT (MH), fine grained, brown and light gray to dark brown and
olive brown, moist, stiff to very stiff, micaceous
7-8-9-9
N=17
9-9-9-8
5
N=18
6-6-7-6
N=13
5-5-6-7
N=11
10
8-8-8
N=16
15
17.5
SILTY SAND (SM), fine to medium grained, light gray and pink tan, moist, medium
dense
7-8-9
N=17
20.0
20
Boring Terminated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-11

BORING LOG NO. B-8
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
z
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--
ATTERBERG
LIMITS
w
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Latitude: 36.03550 Longitude:-78.48160
_
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(7
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¢
r`
00
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DEPTH
O
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SANDY FAT CLAY (CH), red brown, moist, stiff to very stiff, micaceous
4-5-5-7
26
79-33-46
65
N=10
7-11-12-14
30
N=23
4.0
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff
5
13-11-12-13
31
N=23
10-10-13-13
N=23
X
11-11-11-12
—
N=22
10.0
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-12

BORING LOG NO. B-9
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
z
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--
ATTERBERG
LIMITS
w
O
Latitude: 36.03560 Longitude:-78.48090
_
LU Q
}a
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Lu F
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vi z
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UL
a
w
vi
J
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~ W
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LL-PL-PI
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(7
Q m
¢
r`
00
w
DEPTH
O
a
SANDY FAT CLAY (CH), red brown, moist, medium stiff to very stiff
3-3-3-4
N=6
4-6-10-15
N=16
4.0
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, medium dense to dense
16-20-20-22
5
N=40
19-18-18-15
N=36
X
14-14-13-14
—
N=27
10.0
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-13

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BORING LOG NO. B-10
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
z
LU
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--
ATTERBERG
LIMITS
w
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Latitude: 36.03480 Longitude:-78.48030
_
LU Q
}a
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Lu F
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vi z
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UL
a
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vi
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Q m
¢
r`
00
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DEPTH
O
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SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, micaceous
14-11-13-15
N=24
29
18-22-23-23
24
58-33-25
64
N=45
20-21-16-20
28
5
N=37
15-13-10-11
N=23
X
11-10-9-10
1.1.10.0
N=19
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-14

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BORING LOG NO. B-11
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
z
LU
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--
ATTERBERG
LIMITS
w
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Latitude: 36.03430 Longitude:-78.48120
_
LU Q
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Lu F
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vi z
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UL
a
w
vi
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~ W
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LL-PL-PI
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(7
Q m
¢
r`
00
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DEPTH
O
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SANDY ELASTIC SILT (MH), fine grained, brown to olive gray, moist, stiff to very
stiff, micaceous
7-4-4-5
N=8
6-7-8-8
N=15
10-10-9-10
5
N=19
6-7-7-10
N=14
X
9-8-9-10
1.1.10.0
N=17
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-15

BORING LOG NO. B-12
Page 1 of 1
PROJECT: Wake Energy Electric Cooperative Facility
CLIENT: PARIC
Expansion
Saint Louis, MO
SITE: 228 Park Avenue
Youngsville, NC
(7
LOCATION See ExhibitA-2
z
LU
w
--
ATTERBERG
LIMITS
w
O
Latitude: 36.0341 ° Longitude:-78.48190
_
LU Q
}a
~
Lu F
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vi z
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UL
a
w
vi
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LL-PL-PI
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(7
Q m
¢
r`
00
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DEPTH
O
a
SANDY ELASTIC SILT (MH), fine to medium grained, gray brown to orange brown,
moist, medium stiff, micaceous
3-3-3-3
1.1:
N=6
21
2.0
SILTY SAND (SM), fine to medium grained, gray brown to orange brown, moist,
loose, micaceous
3-4-3-4
N=7
20
NP
20
3-4-4-5
20
5
N=8
4-4-5-5
N=9
5-4-4-5
N=8
••
10.0
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-4 for description of field procedures
Notes:
Mud Rotary
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 01-22-2020
Boring Completed: 01-22-2020
No free water observed
Drill Rig: CME 45
Driller: Brundidge
2401 Brentwood Rd, Ste 107
Raleigh, NC
Project No.: 70195303
Exhibit: A-16

APPENDIX B
LABORATORY TESTING

Geotechnical Engineering Report
Wake Energy Expansion Youngsville, North Carolina
February 12, 2020 Terracon Project No. 70195303
Laboratory Testing Description
Descriptive classifications of the soils indicated on the boring logs are in accordance with the
enclosed General Notes and the Unified Soil Classification System. Also shown are estimated
Unified Soil Classification Symbols. A brief description of this classification system is attached
to this report. Soils laboratory testing was performed under the direction of a geotechnical
engineer and included visual classification, moisture content, grain size analysis, and Atterberg
limits as appropriate. The results of the laboratory testing are shown on the borings logs and in
Appendix B.
ASTM D2216 Standard Test Method of Determination of Water Content of Soil and Rock by
Mass
ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified
Soil Classification System)
ASTM D2488 Standard Practice of Description and Identification of Soils (Visual Manual
Method)
ASTM D422 Standard Test Method for Particle Size Analysis of Soils
ASTM D4318 Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils
Procedural standards noted above are for reference to methodology in general. In some cases
variations to methods are applied as a result of local practice or professional judgment.
onsive Resourceful Reliable Exhibit B-1

ATTERBERG LIMITS RESULTS
ASTM D4318
60
50
P
m

APPENDIX C
SUPPORTING DOCUMENTS

GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Water Initially
N Standard Penetration Test
Encountered
Resistance (Blows/Ft.)
Water Level After a
(HP) Hand Penetrometer
RELATIVE DENSITY OF COARSE -GRAINED SOILS
CONSISTENCY OF FINE-GRAINED SOILS
(50% or more passing the No. 200 sieve.)
(More than 50% retained on No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
Density determined by Standard Penetration Resistance
visual -manual procedures or standard penetration resistance
N
Descriptive Term
Standard Penetration or
Descriptive Term
Unconfined Compressive Strength
Standard Penetration or
�
(Density)
N-Value
(Consistency)
Qu, (psf)
N-Value
�
Blows/Ft.
Blows/Ft.
W
�
Very Loose
0-3
Very Soft
less than 500

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Gravels: Clean Gravels: Cu >_ 4 and 1 < Cc < 3 E
More than 50% of Less than 5% fines o Cu < 4 and/or 1 > Cc > 3 E
coarse
fraction retained on Gravels with Fines: Fines classify as ML or MH
Coarse Grained Soils: More than 12% fines o Fines classify as CL or CH
More than 50% No. 4 sieve
Soil Classification
Group
Symbol
Group Name B
GW
Well -graded gravel F
GP
Poorly graded gravel F
GM
Silty gravel F,c, H
GC
Clayey gravel F,G,H
retained
on No. 200 sieve
Sands:
50% or more of coarse
fraction passes
No. 4 sieve
Clean Sands:
Less than 5% fines °
Cu >_ 6 and 1 < Cc < 3 E
SW
Well -graded sand'
Cu < 6 and/or 1 > Cc > 3 E
SP
Poorly graded sand'
Sands with Fines:
More than 12% fines °
Fines classify as ML or MH
SM
Silty sand o"'
Fines Classify as CL or CH
SC
Clayey sand o"'
Fine -Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI > 7 and plots on or above "A" line
CL
Lean clay K,L,M
PI < 4 or plots below "A" line J
ML
Silt K,L,M
Organic:
Liquid limit - oven dried
< 0.75
OL
Organic clay K,L,M,N
Liquid limit - not dried
Organic silt K,L,M,o
Inorganic:
PI plots on or above "A" line
CH
Fat clay K,L,M
PI plots below "A" line
MH
Elastic Silt K,L,M
Organic:
Liquid limit - oven dried
< 0.75
OH
Organic clay K,L,M,P
Liquid limit - not dried
Organic silt K,L,M,(]
Highly organic soils:
I Primarily organic matter, dark in color, and organic odor
PT
Peat
A Based on the material passing the 3-in. (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
o Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
° Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
z
E Cu = D6o/D10 Cc = (D30 )
D10 x D60
F If soil contains >_ 15% sand, add "with sand" to group name.
o If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
AV
X
W
Z
U
U)
Q
J
IL
1 rerr7C017
601 1 1 1,
50
s.3 a Q
,
40 — d
11
Equation of "U" - line �°
Vertical at LL=16 to PI=71 G
then PI=0.9 (LL-8)
of
W
MH or OH
,
,
T L - ML ML or OL
" If fines are organic, add "with organic fines" to group name.
' If soil contains >_ 15% gravel, add "with gravel" to group name.
j If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel," whichever is predominant.
L If soil contains >_ 30% plus No. 200 predominantly sand, add "sandy"
to group name.
M If soil contains >_ 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
" PI >_ 4 and plots on or above "A" line.
° PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
PI plots below "A" line.
30
W
10
7
4
0
For classification of fine-grained
soils and tine -grained fraction
of coarse -grained soils
Equation of "A" -line
Horizontal at PI=4 to LL=25.5. then PI=0.73 (LL-�0}
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (ILL)
Exhibit C-2

Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Youngsville, North Carolina, USA"'
Latitude: 36.0337°, Longitude:-78.484°
Elevation: 460.74 ft"
* source: ESRI Maps y�
- source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley EXHIBIT 14
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
50
1 2 5 10 25 100 200 500 1000
�����
0.405 0.471 0.539 0.603 0.668 0.718 0.763 0.802 0.846 0.883
5-min
(0.373-0.440) (0.434-0.513) (0.496-0.585) (0.553-0.654) (0.610-0.725) (0.653-0.780) (0.690-0.828) (0.721-0.873) (0.754-0.921) (0.781-0.963)
0.646 0.753 0.863 0.964 F 1.39
10-min
(0.596-0.703) (0.694-0.820) (0.794-0.937) 1 (0.884-1.05) (0.972-1.16) (1.04-1.24) (1.10-1.32) (1.14-1.38) (1.19-1.46) (1.23-1.52)
0.808 0.947 F 1.69 1.75
15-min
(0.745-0.879) 1 (0.872-1.03) (1.00-1.19) (1.12-1.32) (1.23-1.46) (1.32-1.57) (1.39-1.66) (1.44-1.75) (1.50-1.83)
1.11 1.31 1.55 1.77 2.00 2.18 2.35 2.50 2.68 2.83
30-min
(1.02-1.21) (1.20-1.42) (1.43-1.68) (1.62-1.92) (1.83-2.17) (1.98-2.37) (2.12-2.55) (2.24-2.72) 1 (2.39-2.92) 1 (2.50-3.08)
1.38 1.64 1.99 2.30 2.66 2.96 3.23 3.50 3.85 4.13
60-min
(1.27-1.50) (1.51-1.79) (1.83-2.16) (2.11-2.50) (2.43-2.89) 1 (2.69-3.21) (2.92-3.51) (3.15-3.81) 1 (3.43-4.19)
1.62 1.93 2.37 2.77 3.24 3.65 4.04 4.44 4.96 5.40
2-hr
(1.48-1.78) (1.77-2.11) (2.16-2.59) (2.52-3.02) (2.93-3.53) (3.29-3.97) (3.62-4.40) (3.95-4.83) (4.36-5.40) 1 (4.72-5.90)
1.72F 2.06 F 3.99 F 4.96 F 6.20
3-hr
(1.57-1.90) (1.88-2.27) (2.30-2.78) (2.69-3.26) (3.17-3.85) (3.58-4.38) (3.97-4.89) (4.37-5.43) 1 (5.35-6.80)
2.06 2.46 3.02 3.57 4.24 4.84 5.44 6.07 6.91 7.67
6-hr
(1.88-2.28) 1 (2.25-2.71) (2.76-3.33) (3.24-3.92) (3.83-4.65) (4.34-5.30) (4.84-5.95) (5.34-6.62) 1 (6.01-7.54)
2.43F 2.90 F 5.09 5.85 F 8.56 IF 9.59
12-hr
(2.23-2.68) (2.68-3.19) 1 (4.62-5.57) (5.27-6.37) (5.90-7.19) (6.56-8.07) (7.43-9.30) (8.19-10.4)
2.87 3.47 4.34 5.03 5.96 6.70 7.45 8.22 9.28 10.1
24-hr
(2.69-3.09) (3.24-3.73) (4.06-4.66) (4.68-5.39) (5.54-6.39) (6.20-7.18) (6.88-8.00) (7.57-8.84) (8.51-9.98) (9.23-10.9)
3.34 4.02 4.99 5.75 6.77 7.57 8.39 9.23 10.4 11.3
2-day
(3.12-3.58) (3.76-4.31) (4.66-5.35) (5.36-6.16) (6.29-7.26) (7.02-8.12) (7.75-9.01) (8.50-9.92) (9.50-11.2)
3.54 4.25 5.25 6.04 7.10 7.95 8.80 9.69 10.9 11.8
3-day
(3.31-3.79) (3.98-4.55) (4.91-5.62) (5.64-6.46) (6.61-7.60) (7.37-8.51) (8.14-9.43) (8.92-10.4) (9.97-11.7)
3.73F 4.48 F 6.33 F 8.32 F 10.1 11.4 12.4
4-day
(3.50-3.99) (4.19-4.78) (5.16-5.88) (5.91-6.76) (6.93-7.95) (7.73-8.90) (8.53-9.86) (9.35-10.9)
4.33 5.16 6.28 7.16 8.37F 9.33 10.3 11.3 12.7 13.8
7-day
(4.06-4.62) (4.85-5.51) (5.89-6.70) (6.71-7.65) (7.81-8.94) (8.68-9.96)
4.92 5.85 F 7.96 F 10.2 11.2 12.2 13.5 14.6
10-day
(4.62-5.25) (5.50-6.24) (6.60-7.49) (7.46-8.48) (8.61-9.81) (9.50-10.9)
6.60 F 10.3 F 13.0 F 18.4
20-day
(6.22-7.00) (7.34-8.26) (8.66-9.76) (9.71-10.9) (11.1-12.6) (12.2-13.8) (13.3-15.1) (14.4-16.5) (15.8-18.3) (17.0-19.7)
8.19 9.63 F 14.0 F 20.6
30-day
(7.74-8.67) 1 (9.10-10.2) (10.6-11.8) (11.7-13.1) (13.2-14.8) (14.3-16.2) (15.4-17.5) (16.5-18.8) (18.0-20.6) (19.1-21.9)
10.4 F 18.4 19.8 21.1 22.8 24.1
45-day
(9.91-11.0) (11.6-12.8) (13.2-14.7) (14.5-16.1) (16.2-18.0) (17.4-19.4)
12.5 14.6 16.5 17.9 19.8 21.2 22.6 23.9 25.6 26.9
60-day
F(241-27.1)
(11.9-13.1) (13.9-15.3) (15.7-17.3) (17.1-18.8) (18.8-20.8) (20.1-22.3) (21.4-23.8) (22.6-25.2) (25.3-28.5)
frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Fciptaton
ersn parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora
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
https:Hhdsc.nws.noaa.govlhdsclpfdslpfds_printpage.html?lat-36.0337&lon-78.4840&data=depth&units-english&series=pds[61112020 11:05:10 AM]

Precipitation Frequency Data Server
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.
PF graphical
PD5-based depth -duration -frequency (DDF) curves
Latitude: 36.03370, Longitude:-78-48400
0
25
c
s 20
CL
a
15
4T
M
0 10
a
4
E
L L
L L
L
rq
-O
rq rq
-0 -U
rp rq
`0 -0
rR
-0
rR
-0
rQ rQ
-0-0
CV f 7
4 N
Lf
O
VI
O
O
4
r: o
O
O
uti O
,-I
,-I
rn
w
rl
N
rn
�T kD
Duration
30
25
c
-r 20
a
ai
15
10
CL
5
�l
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mori Jun 1 15:04:05 202U
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
Mnlerval
(years)
— 1
2
— 5
— 10
25
50
100
200
500
1000
Duration
— 5-min —
2--day
— 1 b-min —
3-say
15-min —
4-day
— 3"in —
7-day
— 60�-min —
1 i-day
— 2fir —
20-clay
— 3-Mr —
30-clay
— &-nr —
46-ffay
— 12-hr —
60-day
24-h r
https:Hhdsc-nwsnoaa-govlhdsclpfdslpfds_printpage-htm171at=36-0337&lon-78-4840&data=depth&units—english&series=pds[61112020 11:05:10 AM]

Precipitation Frequency Data Server
3km
2mi
scale terrain
Rock}•fylvunt
aleigh
Yarrt�i�
100km
60mi
Large scale map
WIN
irham Rocky Mount
?aieigh
Greenville
yetteviffe
Jacksonviile
/ Y-;"
100km
60mi
Large scale aerial
M
M
htips:Hhdsc.nwsnoaa.govlhdsclpfdslpfds_printpage.htm171at=36.0337&lon-78.4840&data=depth&units—english&series=pds[61112020 11:05:10 AM]

Precipitation Frequency Data Server
100km
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(cDnoaa.gov
Disclaimer
https:Hhdsc.nwsnoaa.govlhdsclpfdslpfds_printpage.html?lat=36.0337&lon-78.4840&data=depth&units—english&series=pds[61112020 11:05:10 AM]

Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Youngsville, North Carolina, USA"'
Latitude: 36.0337°, Longitude:-78.484°
Elevation: 460.74 ft"
* source: ESRI Maps y�
- source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration
Average recurrence interval (years)
50
1 2 5 10 25 100 200 500 1000
�����
4.86 5.65 6.47 7.24 8.02 8.62 9.16 9.62 10.2 10.6
5-min
(4.48-5.28) 1 (5.21-6.16) 1 (7.32-8.70) (7.84-9.36) (8.28-9.94) (8.65-10.5) 1 (9.05-11.1) 1 (9.37-11.6)
3.88 F 6.39 6.86 F 8.03 IF 8.35
10-min
(3.58-4.22) 1 (5.83-6.93) (6.23-7.45) (6.58-7.90) (6.85-8.30) (7.16-8.74) 11 (7.38-9.10)
3.23 3.79 4.36 4.88 5.40 F 6.42 F 6.98
15-min
(2.98-3.52) (3.49-4.12) (4.02-4.74) (4.47-5.29) 1 (4.93-5.86) (5.26-6.29) (5.54-6.65) (5.76-6.98) (6.00-7.33) (6.18-7.62)
2.22 2.62 3.10 3.53 4.00 4.36 4.70 5.00 5.36 5.66
30-min
(2.04-2.41) (2.41-2.85) (2.85-3.37) (3.24-3.84) (3.65-4.34) (3.96-4.74) (4.25-5.10) (4.49-5.44) 1 (4.78-5.84) (5.00-6.17)
1.38 1.64 1.99 2.30 2.66 2.96 3.23 3.50 3.85 4.13
60-min
(1.27-1.50) (1.51-1.79) (1.83-2.16) (2.11-2.50) 1 (2.43-2.89) 1 (2.69-3.21) (2.92-3.51) (3.15-3.81) 1 (3.43-4.19)
0.810 0.967 F 1.38 F 1.83 F 2.48 2.70
2-hr
(0.741-0.888) 1 (0.886-1.06) (1.08-1.29) (1.26-1.51) (1.47-1.76) (1.64-1.99) (1.81-2.20) (1.97-2.42) (2.18-2.70)
0.573 0.684 0.839 0.988 F 2.06
3-hr
(0.523-0.633) (0.626-0.754) (0.765-0.925) 1 (0.897-1.09) (1.06-1.28) (1.19-1.46) (1.32-1.63) (1.46-1.81) (1.63-2.05) (1.78-2.26)
0.344 0.411 0.505 0.595 0.708 0.808 0.908 1.01 1.15 1.28
6-hr
(0.314-0.381) (0.376-0.453) (0.460-0.557) (0.542-0.655) (0.640-0.776) (0.725-0.885) (0.808-0.994) 1 (0.892-1.11)
0.202 0.241 0.298 0.353 0.422 0.485 0.549 IF 0.617 IF 0.711 IF 0.796
12-hr
(0.185-0.222) (0.222-0.265) (0.273-0.327) (0.322-0.386) (0.384-0.462) (0.437-0.528) (0.489-0.597) (0.544-0.670) (0.617-0.772) (0.680-0.865)
0.120 0.145 0.181 0.210 0.248 0.279 0.310 0.343 0.387 0.422
24-hr
(0.112-0.129) (0.135-0.155) (0.169-0.194) (0.195-0.225) (0.231-0.266) (0.258-0.299) (0.287-0.333) (0.315-0.368) (0.355-0.416) 1 (0.385-0.454)
0.070 0.084 0.104 0.120 0.141 0.158 0.175 0.192 0.216 0.235
2-day
(0.065-0.075) (0.078-0.090) (0.097-0.111) (0.112-0.128) (0.131-0.151) (0.146-0.169) (0.161-0.188) (0.177-0.207) (0.198-0.233) (0.214-0.253)
0.049 0.059 0.073 0.084 0.099 0.110 0.122 0.135 0.151 0.164
3-day
(0.046-0.053) (0.055-0.063) (0.068-0.078) (0.078-0.090) (0.092-0.106) (0.102-0.118) (0.113-0.131) (0.124-0.144) (0.139-0.163) (0.150-0.177)
0.039 0.047 0.057 0.066 0.077 0.087 0.096 0.106 0.119 0.129
4-day
(0.036-0.042) (0.044-0.050) (0.054-0.061) (0.062-0.070) (0.072-0.083) (0.080-0.093) (0.089-0.103) (0.097-0.113) (0.109-0.127) (0.118-0.139)
0.026 0.031 0.037 0.043 0.050 0.056 0.061 0.067 0.075 0.082
7-day
(0.024-0.028) (0.029-0.033) (0.035-0.040) (0.040-0.046) (0.046-0.053) (0.052-0.059) (0.057-0.066) (0.062-0.072) (0.069-0.081) (0.075-0.088)
0.021 0.024 0.029 0.033 0.038 0.042 0.047 0.051 0.056 0.061
10-day
(0.019-0.022) (0.023-0.026) (0.028-0.031) (0.031-0.035) (0.036-0.041) (0.040-0.045) (0.043-0.050) (0.047-0.054) (0.052-0.061) (0.056-0.065)
0.014 0.016 0.019 0.021 0.025 0.027 0.030 IF 0.032 IF 0.036 IF 0.038
20-day
(0.013-0.015) (0.015-0.017) (0.018-0.020) (0.020-0.023) (0.023-0.026) (0.025-0.029) (0.028-0.032) (0.030-0.034) (0.033-0.038) (0.035-0.041)
0.011 0.013 0.016 0.017 0.019 0.021 0.023 0.025 0.027 0.029
30-day
(0.011-0.012) (0.013-0.014) (0.015-0.016) (0.016-0.018) (0.018-0.021) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.029) (0.026-0.030)
0.010 0.011 0.013 0.014 0.016 0.017 0.018 0.020 0.021 0.022
45-day
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.013-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.020-0.022) (0.021-0.024)
0.009 0.010 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.019
60-day
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)
frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Fciptaton
ersn parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora
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
https:Hhdsc.nws.noaa.govlhdsclpfdslpfds_printpage.html?lat-36.0337&lon-78.4840&data=intensity&units-english&series=pds[61112020 11:06:15 AM]

Precipitation Frequency Data Server
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.
100 -000
u=
10-000
c
41
c
1-000
c
e
° 0-100
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PF graphical
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 36.0337 0, Longitude:-78-4840°
i
i
i i
r .i -ter i
r
0"001
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L L
L
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100-000
10-000
0.001 G
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAAAtlas 14, Volume 2, Version 3 Created (GMT): Mon tun 1 15:05:39 2020
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Maps & aerials
Small scale terrain
Average recurrence
Mnlerval
(years)
— i
2
— 5
— 10
25
50
100
200
500
1000
Duration
— 5-min —
2--day
— 1 b-min —
3-say
15-min —
4-day
— 3"in —
7-day
— 60�-min —
1 a -day
— 2fir —
20-aay
— 3-Mr —
30-day
— &-nr —
45-ffay
— 12-hr —
60-day
24-h r
https:Hhdsc"nwsnoaa"govlhdsclpfdslpfds_printpage"htm171at=36"0337&lon-78"4840&data=intensity&units—english&series=pds[61112020 11:06:15 AM]

Precipitation Frequency Data Server
3km
2mi
scale terrain
Rock}•fylvunt
aleigh
Yarrt�i�
100km
60mi
Large scale map
WIN
irham Rocky Mount
?aieigh
Greenville
yetteviffe
Jacksonviile
Y-;"
100km
60mi
F
Large scale aerial
M
M
IN
htips:Hhdsc.nwsnoaa.govlhdsclpfdslpfds_printpage.htm171at=36.0337&lon-78.4840&data=intensity&units—english&series=pds[61112020 11:06:15 AM]

Precipitation Frequency Data Server
100km
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(cDnoaa.gov
Disclaimer
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QEXHIBIT 15
3Do
T
Outlet W = Do + 0.41_a
pipe i
diameter (Do) �_ L
a
Tai W r 0.5Do
,\ 80
`a
�PQ�o 70... -:
60
50. `
10
Discharge (0/sec)
J — AL
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (T. >_ 0.5 diameter).
2
N
N
a
cz
L
_a
1 �
0
M
0
8.06.4 Rev. 12/93

ZY
Appendices
-- 7V iuu 200 500 1000
_Scharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
Rev. 12/93
8.06.3
MM

.7
Appen dices
390
ju iuu zoo 500 1000
Discharge (ft3/sec)
sf -c/
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter).
Rev. 12/93
8.06.3

/9
Appendices
3 Qo
cu iuu 200 500 1000
Discharge (ft3/sec)
Dj
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93
8.06.3
III

Appendices
3Q0
`V ou IN 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rey. 12/93
8.06.3
a>
_N
Q
cz
_Q
CC
O
u1
0-(

/�
Appendices
390 _---7
cu luU 200 500 1000
Discharge (ft3/sec)
_SZ" �7
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
Rev.12/93
8.06.3
m
_N
W
Q
CU
L
_Q
rr
O
LO

A
Do W1
L
C C°
0 o0oa C A
000 0°o O
o o0O00
o OOo OO�O�COOOOo O
o° C0CCCC O C� 0 ) °� J
0 0 0 C) O 00c� o
CDC, °O°) oOo00 o000 p
Co
0°O O O°M�o
�LOOO IN
0 0 O O
°O COOCd
Do = OUTLET PIPE DIAMETER oo0c
PLAN
(OUTLET TO FLAT AREA WITH NO WELL DEFINED CHANNEL)
L
B O CD Co
�O 00 ° O ° 0 o 0
C° 0 0 C,00 COO 0 O00o 0 0
O �C) O O O'Cl O C OO 0� 2000 J
OOoO ��OoC� 00 co 000� o
00 0 o OCO 00 0 +
Do W1 Oo O O °� 0 0 o OO o o °OHO O C 0
------ _ �o o o ° °000� -o00° O:?
O Q Oa N
o OC o 0�0CD O-0 00 �g�OO
o° 0 �O
O O 0000 0
Do = OUTLET PIPE DIAMETER OO00
DI ANI
(OUTLET TO WELL DEFINED CHANNEL)
MAINTENANCE NOTES:
1. RIP RAP OUTLET STRUCTURES TO BE INSPECTED WEEKLY AND
AFTER EVERY RAINFALL EVENT.
2. REPAIR DISLODGED STONES TO DESIGN DIMENSIONS
IMMEDIATELY.
3. IF MORE SUBSTANTIAL DAMAGE OCCURS, NOTIFY ENGINEER
TO DETERMINE A REPAIR SOLUTION.
SECTION A -A
SECTION B-B
DCO 2006 OR
EQUIVALENT)
FILTER BLANKET
TYPE STONE
FILTER BLANKET
(AMOCO 2006 OR
EQUIVALENT)
NOTES:
1. TOP OF RIP RAP AT DOWNSTREAM END OF APRON
SHALL BE FLUSH WITH NATURAL GRADE OF THE
RECEIVING CHANNEL.
2. VEGETATE ALL DISTURBED AREAS WITH VEGETATION
IMMEDIATELY AFTER INSTALLATION.
3. SEE EROSION CONTROL PLAN FOR APRON
DIMENSIONS.
POND ! SYSTEM
Do
S
V
Q
.5d
La (L)
d50
W,
Wg
dmax
T
inch
%
ftlsec
cfs
ft
ft
ft
ft
ft
ft
ft
ST-Al'
24
1.40
3.40
7.68
1.00
10
020
6.00
1200
0.3
0.45
ST-B1
24
3.69
12.82
47.08
1.00
24
0.90
6.00
26.00
1.35
2.025
STLi
15
1.00
5.01
4.32
0.63
9
025
3.75
1025
0.375
0.5625
ST-01
18
1.50
10.12
17.89
0.75
18
0.60
4.50
19.SD
0.9
1.35
ST-El
36
2.00
11.88
50.33
1.50
20
0.75
9.00
23.00
1.125
1.6875
ST-G1
15
2.05
923
8.98
0.63
12
0.35
3.75
1325
0.525
07875
6 RIPRAP OUTLET PROTECTION
C603 NTS
4-i
U)
70
m
E
L
a)
n