SW5200602_SW Calcs_20200622

STORMWATER
CALCULATIONS

WAKE ELECTRIC
YOUNGSVILLE, NORTH CAROLINA

Stantec Consulting
2127 Ayrsley Town Boulevard
Suite 300
Charlotte, North Carolina 28273
[phone]

Stantec Project No. 178440214
1ST Submittal 06-10-2020

TABLE OF CONTENTS

SECTION 1 - PROJECT OVERVIEW

SECTION 2 – EROSION CONTROL

SECTION 3 - STORM WATER MANAGEMENT

I. PEAK FLOW CONTROL CALCULATION SUMMARY
II. STORM PIPE DESIGN CALCULATION

SECTION 4 - MISC. ATTACHMETNS
I. SOIL REPORT
II. 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 1B 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 pond 1 via proposed piping
system A and overland flow, and then combined with bypass onsite basin 1B to
study point 1. The proposed detention pond 1 with sandfilter will provide the
peak flow control for 1, 2, 5,10, 25, 50, 100 yr storm events as well as water
quality treatment for additional impervious areas added from the entire project
site (remaining existing BUA grandfathered in and WQ treatment is not
required). Minimum of 6” freeboard is provided for 100 yr storm event.
 Onsite Basin 2A and offsite basin 2C runoff are conveyed to the proposed pond
2 via proposed piping system B and C and overland flow, and then combined
with offsite basin 2A and offsite basin 2B to study point 2. The proposed
detention pond 2 will provide the peak flow control for 1, 2, 5,10, 25, 50, 100 yr
storm events and design volume will drawdown within two to five days via an
orifice. Minimum of 6” freeboard is provided for 100 yr storm event.

Per NC DEQ Stormwater Design Manual, Chapter B, the Hydrology modeling analysis,
sandfilter and pond 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://hdsc.nws.noaa.gov/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. Pond design was based on
NCDEQ Stormwater BMP Manual, C-12. (See Exhibit 7A for sandfilter calculation and
underdrain calculation, Exhibit 7B for pond 2 orifice calculation, Exhibit 8 for pond and
sandfilter details & sections and Exhibit 9 for hydrograph output).

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

I PEAK FLOW CONTROL CALCULATION SUMMARY

Following tables show the comparisons of the pre and post rates of runoff at each study point
for 1-, 2-, 5- 10-, 25-, 50- and 100- year storm events:

1 yr storm  
system  
pre‐
development 
Post 
Development Percentage 
Post 
Development 
   Change detention 
Study Point 1 13.67 10.07 ‐26.3% Y 
Study Point 2 19.49 14.29 ‐27.7% y 

2 yr storm 
system  
pre‐
development 
Post 
Development Percentage 
Post 
Development 
   Change detention 
Study Point 1 22.26 15.74 ‐29.3% Y 
Study Point 2 30.76 22.05 ‐28.3% y 

5 yr storm  
system  
pre‐
development 
Post 
Development Percentage 
Post 
Development 
   Change detention 
Study Point 1 34.49 26.83 ‐22.2% Y 
Study Point 2 47.14 33.21 ‐29.6% y 

10 yr storm  
system  
pre‐
development 
Post 
Development Percentage 
Post 
Development 
   Change detention 
Study Point 1 46.18 38.69 ‐16.2% Y 
Study Point 2 62.71 44.54 ‐29.0% y 

25 yr storm  
system  
pre‐
development 
Post 
Development Percentage 
Post 
Development 
   Change detention 
Study Point 1 66.37 58.73 ‐11.5% Y 
Study Point 2 89.21 68.85 ‐22.8% y 

50 yr storm  
system  
pre‐
development 
Post 
Development Percentage 
Post 
Development 
   Change detention 
Study Point 1 84.08 76.53 ‐9.0% Y 
Study Point 2 112.36 94.30 ‐16.1% y 

100 yr storm  
system  
pre‐
development 
Post 
Development Percentage 
Post 
Development 
 Change detention 
Study Point 1 107.12 106.39 ‐0.7% Y 
Study Point 2 142.35 140.63 ‐1.2% y 

See Exhibit 9 for Hydrograph Output.

II STORM PIPE DESIGN CALCULATION

Exhibit 10 – Storm Pipe Design – SSA Output

MISC. ATTACHMENTS

I SOIL REPORT

II GEO-TECHNICAL REPORT

III NOAA RAINFALL DATA

SITEVICINITY MAP
1
2
3 4
WM
EIP EIP
BORE 4
ELB
ELB
TR
TR
697
BORE 5
TRTR
EIP
5031
5032
CHHELB
WMWM
WM
5585
E
TR
WW
W
ELB
TR
BORE 3
BORE 2
BORE 1
BORE 10
6688
INV=447.99'FES
INV=448.31'15"RCP
TOP=450.80'INV=448.32'
851
EIP
BORE 8
BORE 9
905
EIP
1026
1109
BORE 7
BORE 11
BORE 6
BORE 12
INV=449.48'TOP=452.10'
15"
R
C
P
INV=449.32'FES
15
"
RCP
15"
R
C
P
TOP=452.88'INV=450.23'
INV=450.22'
TOP=454.28'INV=451.62'
INV=451.68'
15"RCP
TOP=454.95'INV=453.12'
INV=452.52'
6"HDPEOEU
INV=455.73FES INV=454.88FES
18"RCP
TOP=460.41'INV=454.13'
INV=456.78'INV=454.33'
OEU8"MTL8"MTL 8"MTLTOP=455.22'INV=451.67'
INV=452.50'15"RCP
15"RCP15"RCP18"RCPTOP=453.24'INV=450.87'
INV=451.05'
TOP=456.40'INV=452.89'
INV=453.14'
INV=454.96'
4"PVCOEU
TOP=456.53'
INV=455.20'
INV=454.02'
4"PVC
INV=445.52'FES
INV=452.12'6"HDPE
TOP=454.87'INV=451.26'INV=451.23'
INV=451.69'6"HDPE
12"HDPE 12"HDPE
TOP=454.94'INACCESSIBLEFILLED WITH DEBRIS
TOP=454.09'INV=451.51'
INV=446.02'
12"HDPE
OEU
INV=456.04
10"PVCOEU
COLUMN
COLUMNCOLUMN
BUILDING CANOPY
CANOPY
TEMP BLDG CONC
CONC
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
TREES
20"MAPLE
15"CEDAR
21"MAPLE
GRAVEL
GRAVEL
ASPHALT
ASPHALT
CONC
RIPRAP
RIPRAP
SIGN
UNK
EOICONCCONCBRICK RETW
BUILDING
BUILDING
BRICK RETW
CANOPY
CONC
CONC
CONC
ASPHALT
ASPHALT
STEPSW/ HANDRAIL
STEPSW/ HANDRAIL
FFE=461.01'FFE=461.01'STEPSW/ HANDRAIL
STEPSW/ HANDRAIL
RETWRETWASPHALTGATECONC
ASPHAL
T
ASPHALT
72"CHL 3SBW
72"CHL 3SBWGATE
ASPHALT
CONC
CONC
GRAVEL
GRAVEL
GRAVEL
TEMP BLDG TEMP BLDG
72"CHL 3SBW
72"CHL 3SBW72"CHL 3SBW
72"CHL 3SBW GATERIPRAP
RIPRAP
BUILDING BUILDING
BUILDING
RADIOTOWER
GENERATOR
GATE
GATE
GATE
72"CHL 3SBWGRAVELGUY FOR RADIO TOWER
RIPRAP
72"CHL 3SBWGRAVELGUY FOR RADIO TOWER
WOOD FENCE RUINS
72"CHL 3SBWGRAVELGUY FOR RADIO TOWER
CONC
GATE GRAVEL
CALLBOX
SPEEDBUMP GATE SENSOR
GATE CONTROL BOX
CALLBOX
96"CHL 3SBW
CONCCONC
CONC
GRAVEL
SAND
STONE
H-FRAMESTRUCTURE
PARK
A
VE
BROKEN CONCRETEDEBRIS
7417
7418
TR
7597
7600
FFE=457.56'
FFE=456.08'
FFE=455.56'
WOODS
WOODS
SHRUBS
GRAVEL
CHARGINGSTATION MAILBOX
FLAGPOLE
INV=456.67FES
INV=456.34FES
RIPRAP
8472
CONC
FFE=461.18'
4"PVCINV=458.25
15"CMP
INV=457.99
INV=457.88TOP=458.59 INV=456.99TOP=458.42INV=455.73INV=456.85
6"HDPE
8"HDPEOEU
10"MTLOEU
CONC
RIPRAP
CONC
460'465'465'460'455'450'445'440'450'450'450'
45
0
'455'460'465'4
6
5
'
460
'
45
5
'
450
'445'440'
440'
445'450'455'
460'
455'
460'
465'
460'
455'455'455'455'455'
450'
450'
455'
459'
457'455'465'
460'
45
4
'
459'467'44
9
'458'457'456'435'
435'435'435'440'443'440'435'445'450'445'441'445'443'459'458'
457'
TANK
TANK
456'456'456'
459'458'461'
SITE
STY PT1
STY PT2
Project No.Scale
Revision Drawing No.Sheet
Title
Client/Project
Client/Project Logo
Permit/Seal
Issued
Revision
Notes
Consultant
Copyright Reserved
By Appd YYYY.MM.DD
By Appd YYYY.MM.DD
Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing
- any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction or
use for any purpose other than that authorized by Stantec is forbidden.
of
File Name: 40214C-USGS MAP
ORIGINAL SHEET - ARCH D\\us0564-pbfss01\workgroup\1784\active\178440214\design\civil\analysis\storm\40214c-usgs map2020.06.09 2:54:39 PMTel:
www.stantec.com
Stantec Consulting Services Inc.
229 Peachtree Street NE Suite 1900
Atlanta GA 30303-1629
[phone]
A
B
C
D
1 2 3 4 5
WAKE ELECTRIC
178440222
XX
2020.06.01DLDLJR
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USGS MAPTO BRANDY CREEKTO BRANDY CREEK
1
2
3 4
WM
EIP EIP
BORE 4
ELB
ELB
TR
TR
697
BORE 5
TR TR
EIP
5031
5032
CHH
ELB
WMWM
WM
5585
E
TR
W
W
W
ELB
TR
BORE 3
BORE 2
BORE 1
BORE 10
6688
INV=447.99'
FES
INV=448.31'
15"RCP
TOP=450.80'INV=448.32'
851
EIP
BORE 8
BORE 9
905
EIP
1026
1109
BORE 7
BORE 11
BORE 6
BORE 12
INV=449.48'TOP=452.10'
15"
R
C
P
INV=449.32'
FES15"RCP
15
"
R
C
P
TOP=452.88'INV=450.23'
INV=450.22'
TOP=454.28'INV=451.62'
INV=451.68'
15"RCP
TOP=454.95'INV=453.12'
INV=452.52'
6"HDPE
OEU
INV=455.73
FES INV=454.88
FES
18"RCP
TOP=460.41'INV=454.13'
INV=456.78'INV=454.33'
OEU8"MTL8"MTL 8"MTLTOP=455.22'INV=451.67'
INV=452.50'15"RCP
15"RCP15"RCP18"RCPTOP=453.24'INV=450.87'
INV=451.05'
TOP=456.40'INV=452.89'
INV=453.14'
INV=454.96'
4"PVC
OEU
TOP=456.53'
INV=455.20'
INV=454.02'
4"PVC
INV=445.52'
FES
INV=452.12'6"HDPE
TOP=454.87'INV=451.26'INV=451.23'
INV=451.69'6"HDPE
12"HDPE 12"HDPE
TOP=454.94'INACCESSIBLE
FILLED WITH DEBRIS
TOP=454.09'INV=451.51'
INV=446.02'
12"HD
P
E
OEU
INV=456.04
10"PVC
OEU
COLUMN
COLUMN
COLUMN
BUILDING CANOPY
CANOPY
TEMP BLDG CONC
CONC
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
TREES
20"MAPLE
15"CEDAR
21"MAPLE
GRAVEL
GRAVEL
ASPHALT
ASPHALT
CONC
RIPRAP
RIPRAP
SIGN
UNK
EOICONCCONCBRICK RETW
BUILDING
BUILDING
BRICK RETW
CANOPY
CONC
CONC
CONC
ASPHALT
ASPHALT
STEPS
W/ HANDRAIL
STEPS
W/ HANDRAIL
FFE=461.01'FFE=461.01'STEPS
W/ HANDRAIL
STEPS
W/ HANDRAIL
RETWRETWASPHALTGATECONC
ASP
H
A
L
T
ASPHALT
72"CHL 3SBW
72"CHL 3SBWGATE
ASPHALT
CONC
CONC
GRAVEL
GRAVEL
GRAVEL
TEMP BLDG TEMP BLDG
72"CHL 3SBW
72"CHL 3SBW72"CHL 3SBW
72"CHL 3SBW GATERIPRAP
RIPRAP
BUILDING BUILDING
BUILDING
RADIO
TOWER
GENERATOR
GATEGATEGATE
72"CHL 3SBW
GRAVEL
GUY FOR RADIO TOWER
RIPRAP
72"CHL 3SBWGRAVELGUY FOR RADIO TOWER
WOOD FENCE RUINS
72"CHL 3SBW
GRAVEL
GUY FOR RADIO TOWER
CONC
GATE GRAVEL
CALL
BOX
SPEED
BUMP GATE SENSOR
GATE CONTROL BOX
CALL
BOX
96"CHL 3SBW
CONCCONC
CONC
GRAVEL
SAND
STONE
H-FRAME
STRUCTURE
PARK AVE
BROKEN CONCRETE
DEBRIS
7417
7418
TR
7597
7600
FFE=457.56'
FFE=456.08'
FFE=455.56'
WOODS
WOODS
SHRUBS
GRAVEL
CHARGING
STATION
MAILBOX
FLAGPOLE
INV=456.67
FES
INV=456.34
FES
RIPRAP
8472
CONC
FFE=461.18'
4"PVC
INV=458.25
15"CMP
INV=457.99
INV=457.88TOP=458.59
INV=456.99TOP=458.42INV=455.73INV=456.85
6"HDPE
8"HDPEOEU
10"MTLOEU
CONC
RIPRAP
CONC
460'465'465'460'455'450'445'440'450'450'45
0
'
45
0
'455'460'465'4
6
5
'
4
6
0
'
45
5
'
450
'445'440'
440'
445'450'455'
460'
455'
460'
465'
460'
455'455'455'455'455'
450'
450'
455'
459'
457'455'465'
460'
4
5
4
'
459'467'44
9
'458'457'456'435'
435'435'435'440'443'440'435'445'450'445'441'445'443'459'458'
457'
TANK
TANK
456'456'456'
459'458'461'
OFFSITE
BASIN 2A
1.07 ACRES
CN =61.0
Tc = 5 MIN
STY PT2
STY PT1
ONSITE
BASIN 1
19.22 ACRES
CN =71.0
Tc = 25 MIN
OFFSITE
BASIN 2B
5.47 ACRES
CN =69.5
Tc = 10 MIN
ONSITE
BASIN 2
10.78 ACRES
CN =73.0
Tc = 10 MIN
Project No.Scale
Revision Drawing No.Sheet
Title
Client/Project
Client/Project Logo
Permit/Seal
Issued
Revision
Notes
Consultant
Copyright Reserved
By Appd YYYY.MM.DD
By Appd YYYY.MM.DD
Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing
- any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction or
use for any purpose other than that authorized by Stantec is forbidden.
of
File Name: 40214C-PRE-DRAINAGE AREA MAP
ORIGINAL SHEET - ARCH D\\us0564-pbfss01\workgroup\1784\active\178440214\design\civil\analysis\storm\40214c-pre-drainage area map2020.06.09 7:15:50 AMTel:
www.stantec.com
Stantec Consulting Services Inc.
229 Peachtree Street NE Suite 1900
Atlanta GA 30303-1629
[phone]
A
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1 2 3 4 5
WAKE ELECTRIC
178440222
XX
2020.06.01DLDLJR
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PRE-DEVELOPMENT
DRAINAGE AREA MAP
LEGEND:
ONSITE DRAINAGE AREA
OFFSITE DRAINAGE AREA
Tc FLOW PATH
FFFFFF
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F
F
F
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DN
UP ////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////VEHICLE
MAINTENANCE
BUILDING
FFE = 455.56'
±6,015 SF
WAREHOUSE
FFE = 457.51
±15,900 SF
PROPOSED
COVERED
STORAGE
FFE = 460.75'
±14,335 SF
COVERED STORAGE
±3,950 SF 90' X 8' RECYCLING±15,000 SF
UNDERGROUND TRANSFORMER
AND UNDERGROUND MATERIAL
STORAGE
STORMWATER
POND
STORMWATER
POND
VEHICLE STORAGE
FFE = 457.01' TO 457.51
±14,500 SF
±3,000 SF CONDUIT/MISC. STORAGE
55' X 30'
DUMPSTER
0.5%
W1 MDP ATS
UTILITY XFMR
GENSET W/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////1
2
3 4
WM
EIP EIP
BORE 4
ELB
ELB
TR
TR
697
BORE 5
TR TR
EIP
5031
5032
CHH
ELB
WMWM
WM
5585
E
TR
W
W
W
ELB
TR
BORE 3
BORE 2
BORE 1
BORE 10
6688
INV=447.99'
FES
INV=448.31'
15"RCP
TOP=450.80'INV=448.32'
851
EIP
BORE 8
BORE 9
905
EIP
1026
1109
BORE 7
BORE 11
BORE 6
BORE 12
INV=449.48'TOP=452.10'
15
"
R
C
P
INV=449.32'
FES15"RCP
15
"
R
C
P
TOP=452.88'INV=450.23'
INV=450.22'
TOP=454.28'INV=451.62'
INV=451.68'
15"RCP
TOP=454.95'INV=453.12'
INV=452.52'
6"HDPE
OEU
INV=455.73
FES INV=454.88
FES
18"RCP
TOP=460.41'INV=454.13'
INV=456.78'INV=454.33'
OEU8"MTL8"MTL 8"MTLTOP=455.22'INV=451.67'
INV=452.50'15"RCP
15"RCP15"RCP18"RCPTOP=453.24'INV=450.87'
INV=451.05'
TOP=456.40'INV=452.89'
INV=453.14'
INV=454.96'
4"PVC
OEU
TOP=456.53'
INV=455.20'
INV=454.02'
4"PVC
INV=445.52'
FES
INV=452.12'6"HDPE
TOP=454.87'INV=451.26'INV=451.23'
INV=451.69'
6"HDPE
12"HDPE 12"HDPE
TOP=454.94'
INACCESSIBLE
FILLED WITH DEBRIS
TOP=454.09'INV=451.51'
INV=446.02'
12"HD
P
E
OEU
INV=456.04
10"PVC
OEU
COLUMN
COLUMN
COLUMN
BUILDING CANOPY
CANOPY
TEMP BLDG CONC
CONC
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
TREES
20"MAPLE
15"CEDAR
21"MAPLE
GRAVEL
GRAVEL
ASPHALT
ASPHALT
CONC
RIPRAP
RIPRAP
SIGN
UNK
EOICONCCONCBRICK RETW
BUILDING
BUILDING
BRICK RETW
CANOPY
CONC
CONC
CONC
ASPHALT
ASPHALT
STEPS
W/ HANDRAIL
STEPS
W/ HANDRAIL
FFE=461.01'FFE=461.01'STEPS
W/ HANDRAIL
STEPS
W/ HANDRAIL
RETWRETWASPHALTGATECONC
ASP
H
A
L
T
ASPHALT
72"CHL 3SBW
72"CHL 3SBWGATE
ASPHALT
CONC
CONC
GRAVEL
GRAVEL
GRAVEL
72"CHL 3SBW
72"CHL 3SBW72"CHL 3SBW
72"CHL 3SBW GATERIPRAP
RIPRAP
BUILDING BUILDING
BUILDING
RADIO
TOWER
GENERATOR
GATEGATEGATE
72"CHL 3SBW
GRAVEL
GUY FOR RADIO TOWER
RIPRAP
72"CHL 3SBWGRAVEL
GUY FOR RADIO TOWER
WOOD FENCE RUINS
72"CHL 3SBW
GRAVEL
GUY FOR RADIO TOWER
CONC
GATE GRAVEL
CALL
BOX
SPEED
BUMP GATE SENSOR
GATE CONTROL BOX
CALL
BOX
96"CHL 3SBW
CONCCONC
CONC
GRAVEL
SAND
STONE
H-FRAME
STRUCTURE
PARK AVE
BROKEN CONCRETE
DEBRIS
7417
7418
TR
7597
7600
FFE=457.56'
FFE=456.08'
FFE=455.56'
WOODS
WOODS
SHRUBS
GRAVEL
CHARGING
STATION
MAILBOX
FLAGPOLE
INV=456.67
FES
INV=456.34
FES
RIPRAP
8472
CONC
FFE=461.18'
4"PVC
INV=458.25
15"CMP
INV=457.99
INV=457.88TOP=458.59
INV=456.99TOP=458.42INV=455.73INV=456.85
6"HDPE
8"HDPEOEU
10"MTLOEU
CONC
RIPRAP
CONC
460'465'465'460'455'450'445'440'450'450'450
'
4
5
0
'455'460'465'4
65
'
4
6
0
'
4
5
5
'450'445'440'
440'
445'450'455'
460'
455'
460'
465'
460'
455'455'455'455'455'
450'
450'
455'
459'
457'455'465'
460'
45
4
'
459'467'4
4
9
'458'457'456'435'
435'435'435'440'443'440'435'445'450'445'441'445'443'459'458'
457'
456'456'456'
459'458'461'
OFFSITE
BASIN 2A
0.82 ACRES
CN =61.0
Tc = 5 MIN
STY PT2
STY PT1
OFFSITE
BASIN 2B
5.47 ACRES
CN =69.5
Tc = 10 MIN 18'' STC3
B4B3
C2
B2
A5 A4A6B5 A3
C1
A2
D2
E2
A1
D1
B1
E1
OFFSITE
BASIN 2C TO POND 2
0.25 ACRES
CN =61.0
Tc = 5 MIN
442'445'
448'
448'
443'
449'
445'
442'
ONSITE
BASIN 2A TO
POND 2
5.6 ACRES
CN =89.2
Tc = 5 MIN
ONSITE
BASIN 1A TO
POND 1
7.21 ACRES
CN =78.0
Tc = 5 MIN
ONSITE
BASIN 1B BYPASS
POND 1
11.88 ACRES
CN =71.8
Tc = 25 MIN
ONSITE
BASIN 2B
BYPASS
POND 2
5.29 ACRES
CN =76.3
Tc = 10 MIN
POND 1
POND 2
15'
'

S
T
443'
449'
445'
442'
Project No.Scale
Revision Drawing No.Sheet
Title
Client/Project
Client/Project Logo
Permit/Seal
Issued
Revision
Notes
Consultant
Copyright Reserved
By Appd YYYY.MM.DD
By Appd YYYY.MM.DD
Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing
- any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction or
use for any purpose other than that authorized by Stantec is forbidden.
of
File Name: 40214C-POST-DRAINAGE AREA
MAP
ORIGINAL SHEET - ARCH D\\us0564-pbfss01\workgroup\1784\active\178440214\design\civil\analysis\storm\40214c-post-drainage area map2020.06.09 7:35:13 AMTel:
www.stantec.com
Stantec Consulting Services Inc.
229 Peachtree Street NE Suite 1900
Atlanta GA 30303-1629
[phone]
A
B
C
D
1 2 3 4 5
WAKE ELECTRIC
178440222
XX
2020.06.01DLDLJR
N
POST-DEVELOPMENT
DRAINAGE AREA MAP
LEGEND:
ONSITE DRAINAGE AREA
OFFSITE DRAINAGE AREA
Tc FLOW PATH
WAKE
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 Pre Development (weighted) CN = 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 Pre Development (weighted) CN = 70.97
CN Curve Number Calculations ‐ On Site Drainage Areas (Pre)
Page 1 of 1
WAKE
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 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 Pre/Post Development (weighted) CN = 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 Post Development (weighted) CN = 61.00
CN Curve Number Calculations ‐ Off Site Drainage Areas (Pre and Post)
Page 1 of 2
WAKE
Project: WAKE
Owner: WAKE ELECTRIC
Engineer: Stantec
Project No.: 178440214
CN Curve Number Calculations ‐ Off Site Drainage Areas (Pre and Post)
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 Post Development (weighted) CN = 61.00
Page 2 of 2
WAKE
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: 7.21 Acres
Acreage
Square
Feet Land Use Soil Type
Hydrologic 
Group CN  (Total Area AC)x(CN)
2.57 111,857 Grass B 61 156.64
0.87 38,010 Asphalt/Bldg B 98 85.51
3.77 164,005 Gravel B 85 320.03
7.21 149867 Post Development (weighted) CN = 78.02
POST‐ONSITE BASIN 1B BYPASS POND 1 TO STY PT 1
Post Development CN
Total Area: 11.88 Acres
Acreage
Square
Feet Land Use Soil Type
Hydrologic 
Group CN  (Total Area AC)x(CN)
7.93 345,293 Grass B 61 483.54
2.54 110,698 Asphalt/Bldg B 98 249.05
1.41 61,472 Gravel B 85 119.95
11.88 455991 Post Development (weighted) CN = 71.77
POST‐ONSITE BASIN 2A TO POND 2 TO STY PT 2
Post Development CN
Total Area: 5.60 Acres
Acreage
Square
Feet Land Use Soil Type
Hydrologic 
Group CN  (Total Area AC)x(CN)
1.30 56,778 Grass B 69 89.94
3.42 148,892 Asphalt/Bldg B 98 334.97
0.88 38,138 Gravel B 85 74.42
5.60 205670 Post Development (weighted) CN = 89.21
CN Curve Number Calculations ‐ On Site Drainage Areas (Post)
1 of 2
WAKE
POST‐ONSITE BASIN 2B BYPASS POND 2 TO  STY PT 2
Post Development CN
Total Area: 5.29 Acres
Acreage
Square
Feet Land Use Soil Type
Hydrologic 
Group CN  (Total Area AC)x(CN)
3.96 172,463 Grass B 69 273.19
1.33 58,038 Asphalt/Bldg B 98 130.57
0.00 0 Gravel B 85 0.00
5.29 230501 Post Development (weighted) CN = 76.30
2 of 2
WAKE
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 0NAT/GRASS0.30.00
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 0RD, PARKING, BLDG 0.95 0.00
0.000 0.00 OTHER 0 0.00
0.326 14187.00 Post Development (weighted) c =0.34
C  (Post)
Page 1 of 6
WAKE
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
C  (Post)
C2
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
0.628 27,358 GRAVEL 0.5 0.31
0.000 0RD, PARKING, BLDG 0.95 0.00
0.000 0.00 OTHER 0 0.00
0.628 27358.00 Post Development (weighted) c =0.50
B5
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
B4‐ROOF
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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 2 of 6
WAKE
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
C  (Post)
B3‐ROOF
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
Page 3 of 6
WAKE
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
C  (Post)
B3
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
B2.1‐ROOF
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
A6
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
Page 4 of 6
WAKE
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
C  (Post)
A5‐ROOF
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
A5
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
A4‐ROOF
A. Post Development 
Total Area: NAT/GRASS AC
Acreage
Square
Feet Land Use C  (Total Area AC)x(c)
0.000 0NAT/GRASS0.30.00
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
Page 5 of 6
WAKE
Project: Wake Electric
Owner:
Engineer: Stantec
Project No.: 178440214
C  (Post)
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 0NAT/GRASS0.30.00
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
DITCH
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
Page 6 of 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)^0.8) / ((P2)^0.5(S)^0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (ft/ft)
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)^0.5
Paved length = 0
Paved slope = 0.013
Velocity = 2.32 ft/sec
Tt = 0.00 hrs
Unpaved Segment (1):
V = 16.1345 (S)^0.5
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)^0.5
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=(1.49®^2/3*(s)^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=(1.49®^2/3*(s)^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)^0.8) / ((P2)^0.5(S)^0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (ft/ft)
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)^0.5
Paved length = 0
Paved slope = 0.013
Velocity = 2.32 ft/sec
Tt = 0.00 hrs
Unpaved Segment (1):
V = 16.1345 (S)^0.5
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)^0.5
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®^2/3*(s)^1/2)/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®^2/3*(s)^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)^0.8) / ((P2)^0.5(S)^0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (ft/ft)
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)^0.5
Paved length = 0
Paved slope = 0.013
Velocity = 2.32 ft/sec
Tt = 0.00 hrs
Unpaved Segment (1):
V = 16.1345 (S)^0.5
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)^0.5
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®^2/3*(s)^1/2)/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®^2/3*(s)^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)^0.8) / ((P2)^0.5(S)^0.4 )
where: Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.47 inches
S = slope (ft/ft)
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)^0.5
Paved length = 306
Paved slope = 0.02
Velocity = 2.87 ft/sec
Tt = 0.03 hrs
Unpaved Segment (1):
V = 16.1345 (S)^0.5
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)^0.5
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®^2/3*(s)^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®^2/3*(s)^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
NCDEQ Stormwater Design Manual B
NCDEQ Stormwater BMP Manual C-6
PRELIMINARY HYDRO CALCULATIONS
Atotal =4.2 acres (drainage area)
Aimper = 4.2 acres (impervious)
% Imperv =100%
Compute DV volume requirements
Compute Runoff Coefficient, Rv Rv = 0.950 = 0.05 + 0.009 * I (where I = % imperv. * 100)
Compute Design Volume DV (WQ v)DV = 14484 cu-ft = 3630*1.0 * Rv * A
Compute Discounted Design Volume DDV=10863 cu-ft 0.75*DV Required
SAND FILTER DESIGN
1. Size filtration bed chamber
MIN REQUIRED AREA Af = 5,431 ft2 (surface area) = DDV / H
Using length to width (2:1) ratio Lmin =60.0 ft
W min = 90.52 ft
H = 2 ft (water depth above filter-ponding depth)
DESIGNED AREA Af (used) = 5,547 ft2 (area)
Lused =ft
W used = 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 10863 cu-ft 0.75*DV min. required
Combind Voulme Provided V = 18,469 cu-ft at elevation 444
see page 3
Maintain Sand Filter Media such that the Infiltration Rate is greater or equal to 2 inches per hour.
DESIGN PROCEDURE FORM - SAND FILTER 1 (WAKE)
NCDEQ Stormwater Design Manual A-5 COMMON SCM STRUCTURES & MATERIALS / UNDERDRAIN SYSTEM
Sand Filter Bed Chamber Area A=5547 ft2 (surface area)
UNDER DRAIN DESIGN
1. Underdrain design flow
Compute from Darcy's Law Q= 0.43 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 QD 4.28 ft3/sec QD=Safety Factor X Q
2. Underdrain pipe size
D=13.74 inches
n= 0.011 roughness factor
S 0.005 ft/ft internal slope
QD 4.28 ft3/sec underdrain design flow
Use 5-6" pipes A-5 page 13 table 2
DESIGN PROCEDURE FORM - SAND FILTER 1 UNDER DRAIN (WAKE)
D = 16*[(Q*n)/S0.5](3/8)
WAKE
SAND FILTER
6/10/2020
Y2=((X2‐X1)(Y3‐Y1)/(X3‐X1))+Y1
X1 10,511 Y1 443.20
X2 10,863 Y2 DDV VOLUME=10863 CF
X3 11,506 Y3 443.30
Y2= 443.24 DDV Elevation
Use= 444.00
444.00 rec weir Elevation
442
Ponding H= 2.00 ft (Weir elev‐Top Sandfilter elev)
Y2=((X2‐X1)(Y3‐Y1)/(X3‐X1))+Y1
X1 Y1
X2 444.00 Y2
X3 444.00 Y3 18469
Y2=18,469.00 DDV Provided @ 444
Interpolation for DDV & Sediment chamber combined Volume Stored
Interpolation for DDV Elevation‐Pond 1
Top Sandfilter Elevation
WAKE
pond 2 (TOP 449, BOT 442)
Dewater Calaulation
Basin Drain To
pond 2
Runoff Volume
@Rec Weir
EL 446
acres c.f.
TO pond 2 5.85 36,827.00
Pond
Q48-hr 0.213 c.f.s. Qa= Volum @ rec weir /3600 x 48
Ave Head 2.000 ft h= 4.00 ft
Orifice Area 0.031 s.f. Area=Qa/(0.6x(64.4xh/2)^0.5)
Orifice Diameter
calc.2.396 inch Diameter (in) = ((4*A/π)^0.5)*12 
Orifice Diameter 3.000 inch
use min. 3" to avoid clogging
442
Bleed Down Orifice Calcuations
Pond Bottom Elevation
pond 2 orifice calculation
36" RC
P
2.0'Wx2.5'H WEIR
IE: 444.00
IE: 446.50
ALUMINUM GRATING
REQUIRED, SEE DETAIL
BELOW
TRASH RACK
W/#2 BAR
6" ORIFICE
IE: 439.50
8'X8'X2.0'
CONC FOOTING
RISER CREST
BOTTOM OF POND IE: 442.00
INV
4
3
6
.
7
9
TOP OF SANDFILTER &
BOTTOM OF SANDFILTER IE: 440.50
NOT TO SCALE
Project No.Scale
Revision Drawing No.Sheet
Title
Client/Project
Client/Project Logo
Permit/Seal
Issued
Revision
Notes
Consultant
Copyright Reserved
By Appd YYYY.MM.DD
By Appd YYYY.MM.DD
Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing
- any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction or
use for any purpose other than that authorized by Stantec is forbidden.
of
PRELIMINARY
NOT FOR
CONSTRUCTION
Not for permits, pricing or other official
purposes. This document has not been
completed or checked and is for
general information or comment only.
File Name: 40214C-POND 1_SANDFILTER
SECTION
ORIGINAL SHEET - ARCH D\\us0564-pbfss01\workgroup\1784\active\178440214\design\civil\analysis\storm\40214c-pond 1_sandfilter section2020.06.09 11:24:55 AMTel:
www.stantec.com
Stantec Consulting Services Inc.
229 Peachtree Street NE Suite 1900
Atlanta GA 30303-1629
[phone]
A
B
C
D
1 2 3 4 5
PEE DEE
178440222
1
2020.03.09
6" PERFORATED PIPE / GRAVEL
UNDER DRAIN SYSTEM
EL 442.25
EL 440.5
EL 439.5
1.5' SAND FILTER MEDIA
(ASTM C-33 SAND OR
EQUIVALENT)
12"
FILTER FABRIC
INFLOW PIPE
1
3 MIN.
3 MIN
1
SEDIMENTATION CHAMBER
RIP RAP BERM
(CLASS B)
6" PERFORATED UNDER DRAIN
@ 0.5% SLOPE
6'X6' OVERFLOW OUTLET
CONTROL STRUCTURE
RIM. ELEV 446.50
ELEV. = 442.25
EL 439.5
2' RIP RAP
6"
#57 WASHED
STONE
PROFILE VIEW
TYPICAL SECTION
N.T.S
N.T.S
EL 448.00
EL 442.00 (Top Sandfilter)
DDV ELEV. = 443.24
ELEV 436.79
FILTER FABRIC
100 YR ELEV. = 446.88
36" RCP OUTFLOW PIPE
POND 1 / SANDFILTER
3" GRAVEL / STONE
SURFACE
1' GRAVEL LAYER
NOTICE TO CONTRACTOR:
SCARIFY BOTTOM PRIOR TO
INSTALLATION OF UNDER DRAIN SYSTEM
(DO NOT COMPACT)
EL. 444.00
NOTE:
1. SAND FILTER IS SIZED FOR DDV AND CHECKED FOR FREEBOARD AND ALSO PROVIDE
PEAK FLOW CONTROL FOR 1, 2, 5,10, 25, 50,100 YEAR STROM EVENTS PER NC DEQ DESIGN GUIDELINES.
REFER TO HYDROLOGY REPORT FOR PEAK DISCHARGE RATES ATTENUATION.
2. PER GEO-TECHNICAL REPORT PREPARED BY TERRACON CONSULTANTS, INC. RALEIGH, NC.
THERE IS NOT ANY GROUND WATER ENCOUNTERED AT SAND FILTER LOCATION.
3. CONSTRUCTION OF SAND FILTER FACILITY AND STORM STRUCTURES
COMPLY WITH NC DEQ GUIDELINES.
4. MAINTENANCE AND INSPECTION REQUIREMENT COMPLY WITH
NC DEQ GUIDELINES.
5. SAND FILTER SHALL BE INSPECTED ONCE A QUARTER AND WITHIN 24 HOURS
AFTER EVERY STORM EVENT GREATER THAN 1.0 INCHES (OR 1.5 INCHES IF IN A
COASTAL COUNTY). RECORD OF OPERATION AND MAINTENANCE WILL BE KEPT
IN A KNOWN SET LOCATION AND WILL BE AVAILABLE UPON REQUEST.
3" GRAVEL / STONE SURFACE
SANFILTER MEDIA
(ASTM C-33 SAND
OR EQUIVALENT)
1.5' MEDIA
WASHED
#57 STONE
CLEAN-OUT
(PVC PIPE
W / GLUED CLEAN-OUT FITTINGS
AND SCREW TYPE CAP)
3" GRAVEL / STONE
SURFACE
EL 444.00
2.5'x2' rec weir
NOT TO SCALE
16"
3'
N.T.S.
N.T.S.
5.00'5.00'
Project No.Scale
Revision Drawing No.Sheet
Title
Client/Project
Client/Project Logo
Permit/Seal
Issued
Revision
Notes
Consultant
Copyright Reserved
By Appd YYYY.MM.DD
By Appd YYYY.MM.DD
Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing
- any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction or
use for any purpose other than that authorized by Stantec is forbidden.
of
File Name: 40214C-POND 2-SECTION
ORIGINAL SHEET - ARCH D\\us0564-pbfss01\workgroup\1784\active\178440214\design\civil\analysis\storm\40214c-pond 2-section2020.06.09 11:23:05 AMTel:
www.stantec.com
Stantec Consulting Services Inc.
229 Peachtree Street NE Suite 1900
Atlanta GA 30303-1629
[phone]
A
B
C
D
1 2 3 4 5
WAKE ELECTRIC
178440222
XX
2020.06.01DLDLJR
POND 2 SECTION
NTS
C-4.12 27
12"
3'
INFLOW INTO POND
INV. ELEV. = 440.02
30" RCP DISCHARGE PIPE
Hydraflow Table of Contents wake.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hydrograph Return Period Recap............................................................................. 1
1 - Year
Summary Report......................................................................................................................... 2
Hydrograph Reports................................................................................................................... 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 2B-pre............................................................... 6
Hydrograph No. 6, Combine, sty pt 2 - pre............................................................................... 7
Hydrograph No. 8, SCS Runoff, basin 1A to pond 1-post....................................................... 8
Hydrograph No. 9, Reservoir, thru pond 1................................................................................ 9
Pond Report - <Pond 1>.................................................................................................... 10
Hydrograph No. 10, SCS Runoff, onsite basin 1B byass pond 1- post.................................. 11
Hydrograph No. 11, Combine, sty pt 1 - POST...................................................................... 12
Hydrograph No. 13, SCS Runoff, onsite basin 2A to pond 2-post......................................... 13
Hydrograph No. 14, SCS Runoff, offsite basin 2C to pond 2-post........................................ 14
Hydrograph No. 15, Combine, combind to pond 2................................................................. 15
Hydrograph No. 16, Reservoir, thru pond 2............................................................................ 16
Pond Report - <Pond 2>.................................................................................................... 17
Hydrograph No. 17, SCS Runoff, onsite basin 2B bypass pond............................................ 18
Hydrograph No. 18, SCS Runoff, offsite basin 2A - post........................................................ 19
Hydrograph No. 19, SCS Runoff, offsite basin 2B-post......................................................... 20
Hydrograph No. 20, Combine, sty pt 2 - POST...................................................................... 21
2 - Year
Summary Report....................................................................................................................... 22
Hydrograph Reports................................................................................................................. 23
Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre............................................. 23
Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre............................................................. 24
Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre........................................................... 25
Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre............................................................. 26
Hydrograph No. 6, Combine, sty pt 2 - pre............................................................................. 27
Hydrograph No. 8, SCS Runoff, basin 1A to pond 1-post..................................................... 28
Hydrograph No. 9, Reservoir, thru pond 1.............................................................................. 29
Hydrograph No. 10, SCS Runoff, onsite basin 1B byass pond 1- post.................................. 30
Hydrograph No. 11, Combine, sty pt 1 - POST...................................................................... 31
Hydrograph No. 13, SCS Runoff, onsite basin 2A to pond 2-post......................................... 32
Hydrograph No. 14, SCS Runoff, offsite basin 2C to pond 2-post........................................ 33
Hydrograph No. 15, Combine, combind to pond 2................................................................. 34
Hydrograph No. 16, Reservoir, thru pond 2............................................................................ 35
Hydrograph No. 17, SCS Runoff, onsite basin 2B bypass pond............................................ 36
Hydrograph No. 18, SCS Runoff, offsite basin 2A - post........................................................ 37
Hydrograph No. 19, SCS Runoff, offsite basin 2B-post......................................................... 38
Hydrograph No. 20, Combine, sty pt 2 - POST...................................................................... 39
5 - Year
Summary Report....................................................................................................................... 40
Contents continued...wake.gpw
Hydrograph Reports................................................................................................................. 41
Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre............................................. 41
Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre............................................................. 42
Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre........................................................... 43
Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre............................................................. 44
Hydrograph No. 6, Combine, sty pt 2 - pre............................................................................. 45
Hydrograph No. 8, SCS Runoff, basin 1A to pond 1-post..................................................... 46
Hydrograph No. 9, Reservoir, thru pond 1.............................................................................. 47
Hydrograph No. 10, SCS Runoff, onsite basin 1B byass pond 1- post.................................. 48
Hydrograph No. 11, Combine, sty pt 1 - POST...................................................................... 49
Hydrograph No. 13, SCS Runoff, onsite basin 2A to pond 2-post......................................... 50
Hydrograph No. 14, SCS Runoff, offsite basin 2C to pond 2-post........................................ 51
Hydrograph No. 15, Combine, combind to pond 2................................................................. 52
Hydrograph No. 16, Reservoir, thru pond 2............................................................................ 53
Hydrograph No. 17, SCS Runoff, onsite basin 2B bypass pond............................................ 54
Hydrograph No. 18, SCS Runoff, offsite basin 2A - post........................................................ 55
Hydrograph No. 19, SCS Runoff, offsite basin 2B-post......................................................... 56
Hydrograph No. 20, Combine, sty pt 2 - POST...................................................................... 57
10 - Year
Summary Report....................................................................................................................... 58
Hydrograph Reports................................................................................................................. 59
Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre............................................. 59
Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre............................................................. 60
Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre........................................................... 61
Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre............................................................. 62
Hydrograph No. 6, Combine, sty pt 2 - pre............................................................................. 63
Hydrograph No. 8, SCS Runoff, basin 1A to pond 1-post..................................................... 64
Hydrograph No. 9, Reservoir, thru pond 1.............................................................................. 65
Hydrograph No. 10, SCS Runoff, onsite basin 1B byass pond 1- post.................................. 66
Hydrograph No. 11, Combine, sty pt 1 - POST...................................................................... 67
Hydrograph No. 13, SCS Runoff, onsite basin 2A to pond 2-post......................................... 68
Hydrograph No. 14, SCS Runoff, offsite basin 2C to pond 2-post........................................ 69
Hydrograph No. 15, Combine, combind to pond 2................................................................. 70
Hydrograph No. 16, Reservoir, thru pond 2............................................................................ 71
Hydrograph No. 17, SCS Runoff, onsite basin 2B bypass pond............................................ 72
Hydrograph No. 18, SCS Runoff, offsite basin 2A - post........................................................ 73
Hydrograph No. 19, SCS Runoff, offsite basin 2B-post......................................................... 74
Hydrograph No. 20, Combine, sty pt 2 - POST...................................................................... 75
25 - Year
Summary Report....................................................................................................................... 76
Hydrograph Reports................................................................................................................. 77
Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre............................................. 77
Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre............................................................. 78
Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre........................................................... 79
Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre............................................................. 80
Hydrograph No. 6, Combine, sty pt 2 - pre............................................................................. 81
Hydrograph No. 8, SCS Runoff, basin 1A to pond 1-post..................................................... 82
Hydrograph No. 9, Reservoir, thru pond 1.............................................................................. 83
Contents continued...wake.gpw
Hydrograph No. 10, SCS Runoff, onsite basin 1B byass pond 1- post.................................. 84
Hydrograph No. 11, Combine, sty pt 1 - POST...................................................................... 85
Hydrograph No. 13, SCS Runoff, onsite basin 2A to pond 2-post......................................... 86
Hydrograph No. 14, SCS Runoff, offsite basin 2C to pond 2-post........................................ 87
Hydrograph No. 15, Combine, combind to pond 2................................................................. 88
Hydrograph No. 16, Reservoir, thru pond 2............................................................................ 89
Hydrograph No. 17, SCS Runoff, onsite basin 2B bypass pond............................................ 90
Hydrograph No. 18, SCS Runoff, offsite basin 2A - post........................................................ 91
Hydrograph No. 19, SCS Runoff, offsite basin 2B-post......................................................... 92
Hydrograph No. 20, Combine, sty pt 2 - POST...................................................................... 93
50 - Year
Summary Report....................................................................................................................... 94
Hydrograph Reports................................................................................................................. 95
Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre............................................. 95
Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre............................................................. 96
Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre........................................................... 97
Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre............................................................. 98
Hydrograph No. 6, Combine, sty pt 2 - pre............................................................................. 99
Hydrograph No. 8, SCS Runoff, basin 1A to pond 1-post................................................... 100
Hydrograph No. 9, Reservoir, thru pond 1............................................................................ 101
Hydrograph No. 10, SCS Runoff, onsite basin 1B byass pond 1- post................................ 102
Hydrograph No. 11, Combine, sty pt 1 - POST.................................................................... 103
Hydrograph No. 13, SCS Runoff, onsite basin 2A to pond 2-post....................................... 104
Hydrograph No. 14, SCS Runoff, offsite basin 2C to pond 2-post...................................... 105
Hydrograph No. 15, Combine, combind to pond 2............................................................... 106
Hydrograph No. 16, Reservoir, thru pond 2.......................................................................... 107
Hydrograph No. 17, SCS Runoff, onsite basin 2B bypass pond.......................................... 108
Hydrograph No. 18, SCS Runoff, offsite basin 2A - post...................................................... 109
Hydrograph No. 19, SCS Runoff, offsite basin 2B-post....................................................... 110
Hydrograph No. 20, Combine, sty pt 2 - POST.................................................................... 111
100 - Year
Summary Report..................................................................................................................... 112
Hydrograph Reports............................................................................................................... 113
Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre........................................... 113
Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre........................................................... 114
Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre......................................................... 115
Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre........................................................... 116
Hydrograph No. 6, Combine, sty pt 2 - pre........................................................................... 117
Hydrograph No. 8, SCS Runoff, basin 1A to pond 1-post................................................... 118
Hydrograph No. 9, Reservoir, thru pond 1............................................................................ 119
Hydrograph No. 10, SCS Runoff, onsite basin 1B byass pond 1- post................................ 120
Hydrograph No. 11, Combine, sty pt 1 - POST.................................................................... 121
Hydrograph No. 13, SCS Runoff, onsite basin 2A to pond 2-post....................................... 122
Hydrograph No. 14, SCS Runoff, offsite basin 2C to pond 2-post...................................... 123
Hydrograph No. 15, Combine, combind to pond 2............................................................... 124
Hydrograph No. 16, Reservoir, thru pond 2.......................................................................... 125
Hydrograph No. 17, SCS Runoff, onsite basin 2B bypass pond.......................................... 126
Hydrograph No. 18, SCS Runoff, offsite basin 2A - post...................................................... 127
Contents continued...wake.gpw
Hydrograph No. 19, SCS Runoff, offsite basin 2B-post....................................................... 128
Hydrograph No. 20, Combine, sty pt 2 - POST.................................................................... 129
IDF Report................................................................................................................ 130
Hydrograph Return Period Recap
1
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 2B-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 ------ 14.73 21.07 ------- 29.84 37.93 51.32 62.75 77.33 basin 1A to pond 1-post
9 Reservoir 8 1.124 1.539 ------- 4.776 9.725 18.76 26.75 50.47 thru pond 1
10 SCS Runoff ------ 8.984 14.41 ------- 22.09 29.43 42.02 53.04 67.34 onsite basin 1B byass pond 1- post
11 Combine 9, 10 10.07 15.74 ------- 26.83 38.69 58.73 76.53 106.39 sty pt 1 - POST
13 SCS Runoff ------ 18.57 24.23 ------- 31.50 37.93 48.32 57.06 68.11 onsite basin 2A to pond 2-post
14 SCS Runoff ------ 0.136 0.280 ------- 0.497 0.711 1.088 1.429 1.881 offsite basin 2C to pond 2-post
15 Combine 13, 14 18.68 24.48 ------- 31.97 38.62 49.39 58.47 69.99 combind to pond 2
16 Reservoir 15 0.405 0.454 ------- 1.520 3.689 10.16 20.59 44.04 thru pond 2
17 SCS Runoff ------ 8.232 12.16 ------- 17.66 22.77 31.30 38.63 48.02 onsite basin 2B bypass pond
18 SCS Runoff ------ 0.446 0.920 ------- 1.629 2.331 3.570 4.686 6.170 offsite basin 2A - post
19 SCS Runoff ------ 5.409 8.884 ------- 13.84 18.56 26.85 34.13 43.62 offsite basin 2B-post
20 Combine 16, 17, 18,
19
14.29 22.05 ------- 33.21 44.54 68.85 94.30 140.63 sty pt 2 - POST
Proj. file: wake.gpw Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Summary Report
2
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 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 2B-pre
6 Combine 19.49 2 722 53,870 3, 4, 5 ------ ------ sty pt 2 - pre
8 SCS Runoff 14.73 2 718 29,458 ------ ------ ------ basin 1A to pond 1-post
9 Reservoir 1.124 2 756 29,455 8 443.41 12,629 thru pond 1
10 SCS Runoff 8.984 2 730 36,430 ------ ------ ------ onsite basin 1B byass pond 1- post
11 Combine 10.07 2 730 65,885 9, 10 ------ ------ sty pt 1 - POST
13 SCS Runoff 18.57 2 716 38,256 ------ ------ ------ onsite basin 2A to pond 2-post
14 SCS Runoff 0.136 2 718 343 ------ ------ ------ offsite basin 2C to pond 2-post
15 Combine 18.68 2 716 38,599 13, 14 ------ ------ combind to pond 2
16 Reservoir 0.405 2 926 38,575 15 445.07 25,066 thru pond 2
17 SCS Runoff 8.232 2 722 21,786 ------ ------ ------ onsite basin 2B bypass pond
18 SCS Runoff 0.446 2 718 1,126 ------ ------ ------ offsite basin 2A - post
19 SCS Runoff 5.409 2 722 15,297 ------ ------ ------ offsite basin 2B-post
20 Combine 14.29 2 722 76,785 16, 17, 18,
19
------ ------ sty pt 2 - POST
wake.gpw Return Period: 1 Year Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
3
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
onsite basin 2 - pre
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
offsite basin 2A - pre
Hyd. No. 4 -- 1 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
offsite basin 2B-pre
Hyd. No. 5 -- 1 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
sty pt 2 - pre
Hyd. No. 6 -- 1 Year
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 Tuesday, 06 / 9 / 2020
Hyd. No. 8
basin 1A to pond 1-post
Hydrograph type = SCS Runoff Peak discharge = 14.73 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 29,458 cuft
Drainage area = 7.210 ac Curve number = 78
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
8
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
basin 1A to pond 1-post
Hyd. No. 8 -- 1 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 9
thru pond 1
Hydrograph type = Reservoir Peak discharge = 1.124 cfs
Storm frequency = 1 yrs Time to peak = 756 min
Time interval = 2 min Hyd. volume = 29,455 cuft
Inflow hyd. No. = 8 - basin 1A to pond 1-post Max. Elevation = 443.41 ft
Reservoir name = <Pond 1>Max. Storage = 12,629 cuft
Storage Indication method used.
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
thru pond 1
Hyd. No. 9 -- 1 Year
Hyd No. 9 Hyd No. 8 Total storage used = 12,629 cuft
Pond Report 10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Pond No. 1 - <Pond 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 7,834 0 0
1.00 443.00 9,209 8,522 8,522
2.00 444.00 10,685 9,947 18,469
3.00 445.00 12,263 11,474 29,943
4.00 446.00 13,943 13,103 43,046
5.00 447.00 15,724 14,834 57,879
6.00 448.00 17,606 16,665 74,544
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 36.00 6.00 0.00 0.00
Span (in)= 36.00 6.00 0.00 0.00
No. Barrels = 1 100
Invert El. (ft)= 436.79 439.50 0.00 0.00
Length (ft)= 68.00 0.00 0.00 0.00
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
Multi-Stage = n/a Yes No No
Crest Len (ft)= 22.00 2.00 10.00 0.00
Crest El. (ft)= 446.50 444.00 446.70 0.00
Weir Coeff.= 3.33 3.33 2.60 3.33
Weir Type = 1 Rect Broad ---
Multi-Stage = Yes Yes Yes No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / 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 8,522 443.00 59.97 oc 0.95 ic --- --- 0.00 0.00 0.00 --- --- --- 0.945
2.00 18,469 444.00 59.97 oc 1.34 ic --- --- 0.00 0.00 0.00 --- --- --- 1.337
3.00 29,943 445.00 59.97 oc 1.64 ic --- --- 0.00 6.66 0.00 --- --- --- 8.297
4.00 43,046 446.00 59.97 oc 1.89 ic --- --- 0.00 18.84 0.00 --- --- --- 20.73
5.00 57,879 447.00 66.78 oc 2.00 ic --- --- 25.90 34.61 4.27 --- --- --- 66.78
6.00 74,544 448.00 105.14 ic 0.38 ic --- --- 66.49 s 18.17 s 20.08 s --- --- --- 105.13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 10
onsite basin 1B byass pond 1- post
Hydrograph type = SCS Runoff Peak discharge = 8.984 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 36,430 cuft
Drainage area = 11.880 ac Curve number = 71.8
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
11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
onsite basin 1B byass pond 1- post
Hyd. No. 10 -- 1 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type = Combine Peak discharge = 10.07 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 65,885 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 11.880 ac
12
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
sty pt 1 - POST
Hyd. No. 11 -- 1 Year
Hyd No. 11 Hyd No. 9 Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 13
onsite basin 2A to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 18.57 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 38,256 cuft
Drainage area = 5.600 ac Curve number = 89.2
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
13
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
onsite basin 2A to pond 2-post
Hyd. No. 13 -- 1 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 14
offsite basin 2C to pond 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
14
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
offsite basin 2C to pond 2-post
Hyd. No. 14 -- 1 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 15
combind to pond 2
Hydrograph type = Combine Peak discharge = 18.68 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 38,599 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 5.850 ac
15
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
combind to pond 2
Hyd. No. 15 -- 1 Year
Hyd No. 15 Hyd No. 13 Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 16
thru pond 2
Hydrograph type = Reservoir Peak discharge = 0.405 cfs
Storm frequency = 1 yrs Time to peak = 926 min
Time interval = 2 min Hyd. volume = 38,575 cuft
Inflow hyd. No. = 15 - combind to pond 2 Max. Elevation = 445.07 ft
Reservoir name = <Pond 2>Max. Storage = 25,066 cuft
Storage Indication method used.
16
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
thru pond 2
Hyd. No. 16 -- 1 Year
Hyd No. 16 Hyd No. 15 Total storage used = 25,066 cuft
Pond Report 17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Pond No. 3 - <Pond 2>
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 2,801 0 0
1.00 443.00 6,918 4,860 4,860
2.00 444.00 10,027 8,473 13,332
3.00 445.00 11,724 10,876 24,208
4.00 446.00 13,515 12,620 36,827
5.00 447.00 15,528 14,522 51,349
6.00 448.00 17,482 16,505 67,854
7.00 449.00 19,616 18,549 86,403
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 30.00 3.00 0.00 0.00
Span (in)= 30.00 3.00 0.00 0.00
No. Barrels = 1 100
Invert El. (ft)= 440.02 442.00 0.00 0.00
Length (ft)= 60.00 0.00 0.00 0.00
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
Multi-Stage = n/a Yes No No
Crest Len (ft)= 18.00 2.00 10.00 0.00
Crest El. (ft)= 447.60 446.00 448.00 0.00
Weir Coeff.= 3.33 3.33 2.60 3.33
Weir Type = 1 Rect Broad ---
Multi-Stage = Yes Yes Yes No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / 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 4,860 443.00 2.65 oc 0.22 ic --- --- 0.00 0.00 0.00 --- --- --- 0.221
2.00 13,332 444.00 2.65 oc 0.32 ic --- --- 0.00 0.00 0.00 --- --- --- 0.324
3.00 24,208 445.00 2.65 oc 0.40 ic --- --- 0.00 0.00 0.00 --- --- --- 0.401
4.00 36,827 446.00 2.65 oc 0.47 ic --- --- 0.00 0.00 0.00 --- --- --- 0.465
5.00 51,349 447.00 7.16 oc 0.50 ic --- --- 0.00 6.66 0.00 --- --- --- 7.157
6.00 67,854 448.00 34.47 oc 0.47 ic --- --- 15.16 18.84 0.00 --- --- --- 34.47
7.00 86,403 449.00 65.28 ic 0.07 ic --- --- 41.84 s 10.92 s 12.43 s --- --- --- 65.26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 17
onsite basin 2B bypass pond
Hydrograph type = SCS Runoff Peak discharge = 8.232 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 21,786 cuft
Drainage area = 5.290 ac Curve number = 76.3
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
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
onsite basin 2B bypass pond
Hyd. No. 17 -- 1 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 18
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
19
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
offsite basin 2A - post
Hyd. No. 18 -- 1 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 19
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
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
offsite basin 2B-post
Hyd. No. 19 -- 1 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 20
sty pt 2 - POST
Hydrograph type = Combine Peak discharge = 14.29 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 76,785 cuft
Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 11.580 ac
21
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
sty pt 2 - POST
Hyd. No. 20 -- 1 Year
Hyd No. 20 Hyd No. 16 Hyd No. 17 Hyd No. 18
Hyd No. 19
Hydrograph Summary Report
22
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 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 2B-pre
6 Combine 30.76 2 722 82,431 3, 4, 5 ------ ------ sty pt 2 - pre
8 SCS Runoff 21.07 2 718 42,422 ------ ------ ------ basin 1A to pond 1-post
9 Reservoir 1.539 2 756 42,419 8 444.08 19,419 thru pond 1
10 SCS Runoff 14.41 2 730 55,567 ------ ------ ------ onsite basin 1B byass pond 1- post
11 Combine 15.74 2 730 97,986 9, 10 ------ ------ sty pt 1 - POST
13 SCS Runoff 24.23 2 716 50,588 ------ ------ ------ onsite basin 2A to pond 2-post
14 SCS Runoff 0.280 2 718 607 ------ ------ ------ offsite basin 2C to pond 2-post
15 Combine 24.48 2 716 51,195 13, 14 ------ ------ combind to pond 2
16 Reservoir 0.454 2 954 51,171 15 445.82 34,551 thru pond 2
17 SCS Runoff 12.16 2 722 31,838 ------ ------ ------ onsite basin 2B bypass pond
18 SCS Runoff 0.920 2 718 1,990 ------ ------ ------ offsite basin 2A - post
19 SCS Runoff 8.884 2 722 23,919 ------ ------ ------ offsite basin 2B-post
20 Combine 22.05 2 720 108,917 16, 17, 18,
19
------ ------ sty pt 2 - POST
wake.gpw Return Period: 2 Year Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
23
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
onsite basin 2 - pre
Hyd. No. 3 -- 2 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 4
offsite basin 2A - pre
Hydrograph type = SCS Runoff Peak discharge = 1.200 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,597 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. = 3.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
offsite basin 2A - pre
Hyd. No. 4 -- 2 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
26
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
offsite basin 2B-pre
Hyd. No. 5 -- 2 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
sty pt 2 - pre
Hyd. No. 6 -- 2 Year
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 Tuesday, 06 / 9 / 2020
Hyd. No. 8
basin 1A to pond 1-post
Hydrograph type = SCS Runoff Peak discharge = 21.07 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 42,422 cuft
Drainage area = 7.210 ac Curve number = 78
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
28
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
basin 1A to pond 1-post
Hyd. No. 8 -- 2 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 9
thru pond 1
Hydrograph type = Reservoir Peak discharge = 1.539 cfs
Storm frequency = 2 yrs Time to peak = 756 min
Time interval = 2 min Hyd. volume = 42,419 cuft
Inflow hyd. No. = 8 - basin 1A to pond 1-post Max. Elevation = 444.08 ft
Reservoir name = <Pond 1>Max. Storage = 19,419 cuft
Storage Indication method used.
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
thru pond 1
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 8 Total storage used = 19,419 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 10
onsite basin 1B byass pond 1- post
Hydrograph type = SCS Runoff Peak discharge = 14.41 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 55,567 cuft
Drainage area = 11.880 ac Curve number = 71.8
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
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
onsite basin 1B byass pond 1- post
Hyd. No. 10 -- 2 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type = Combine Peak discharge = 15.74 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 97,986 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 11.880 ac
31
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
sty pt 1 - POST
Hyd. No. 11 -- 2 Year
Hyd No. 11 Hyd No. 9 Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 13
onsite basin 2A to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 24.23 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 50,588 cuft
Drainage area = 5.600 ac Curve number = 89.2
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
32
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
onsite basin 2A to pond 2-post
Hyd. No. 13 -- 2 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 14
offsite basin 2C to pond 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
33
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
offsite basin 2C to pond 2-post
Hyd. No. 14 -- 2 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 15
combind to pond 2
Hydrograph type = Combine Peak discharge = 24.48 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 51,195 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 5.850 ac
34
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
combind to pond 2
Hyd. No. 15 -- 2 Year
Hyd No. 15 Hyd No. 13 Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 16
thru pond 2
Hydrograph type = Reservoir Peak discharge = 0.454 cfs
Storm frequency = 2 yrs Time to peak = 954 min
Time interval = 2 min Hyd. volume = 51,171 cuft
Inflow hyd. No. = 15 - combind to pond 2 Max. Elevation = 445.82 ft
Reservoir name = <Pond 2>Max. Storage = 34,551 cuft
Storage Indication method used.
35
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 4320
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
thru pond 2
Hyd. No. 16 -- 2 Year
Hyd No. 16 Hyd No. 15 Total storage used = 34,551 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 17
onsite basin 2B bypass pond
Hydrograph type = SCS Runoff Peak discharge = 12.16 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 31,838 cuft
Drainage area = 5.290 ac Curve number = 76.3
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
36
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
onsite basin 2B bypass pond
Hyd. No. 17 -- 2 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 18
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
37
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
offsite basin 2A - post
Hyd. No. 18 -- 2 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 19
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
38
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
offsite basin 2B-post
Hyd. No. 19 -- 2 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 20
sty pt 2 - POST
Hydrograph type = Combine Peak discharge = 22.05 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 108,917 cuft
Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 11.580 ac
39
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
sty pt 2 - POST
Hyd. No. 20 -- 2 Year
Hyd No. 20 Hyd No. 16 Hyd No. 17 Hyd No. 18
Hyd No. 19
Hydrograph Summary Report
40
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 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 2B-pre
6 Combine 47.14 2 720 123,415 3, 4, 5 ------ ------ sty pt 2 - pre
8 SCS Runoff 29.84 2 716 60,335 ------ ------ ------ basin 1A to pond 1-post
9 Reservoir 4.776 2 728 60,332 8 444.62 25,569 thru pond 1
10 SCS Runoff 22.09 2 730 82,947 ------ ------ ------ onsite basin 1B byass pond 1- post
11 Combine 26.83 2 728 143,279 9, 10 ------ ------ sty pt 1 - POST
13 SCS Runoff 31.50 2 716 66,810 ------ ------ ------ onsite basin 2A to pond 2-post
14 SCS Runoff 0.497 2 718 1,015 ------ ------ ------ offsite basin 2C to pond 2-post
15 Combine 31.97 2 716 67,824 13, 14 ------ ------ combind to pond 2
16 Reservoir 1.520 2 780 67,800 15 446.29 41,020 thru pond 2
17 SCS Runoff 17.66 2 720 45,852 ------ ------ ------ onsite basin 2B bypass pond
18 SCS Runoff 1.629 2 718 3,328 ------ ------ ------ offsite basin 2A - post
19 SCS Runoff 13.84 2 722 36,435 ------ ------ ------ offsite basin 2B-post
20 Combine 33.21 2 720 153,416 16, 17, 18,
19
------ ------ sty pt 2 - POST
wake.gpw Return Period: 5 Year Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
41
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 5 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
42
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
onsite basin 2 - pre
Hyd. No. 3 -- 5 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
43
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
offsite basin 2A - pre
Hyd. No. 4 -- 5 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
44
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
offsite basin 2B-pre
Hyd. No. 5 -- 5 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
45
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
sty pt 2 - pre
Hyd. No. 6 -- 5 Year
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 Tuesday, 06 / 9 / 2020
Hyd. No. 8
basin 1A to pond 1-post
Hydrograph type = SCS Runoff Peak discharge = 29.84 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 60,335 cuft
Drainage area = 7.210 ac Curve number = 78
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
46
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (min)
basin 1A to pond 1-post
Hyd. No. 8 -- 5 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 9
thru pond 1
Hydrograph type = Reservoir Peak discharge = 4.776 cfs
Storm frequency = 5 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 60,332 cuft
Inflow hyd. No. = 8 - basin 1A to pond 1-post Max. Elevation = 444.62 ft
Reservoir name = <Pond 1>Max. Storage = 25,569 cuft
Storage Indication method used.
47
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (min)
thru pond 1
Hyd. No. 9 -- 5 Year
Hyd No. 9 Hyd No. 8 Total storage used = 25,569 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 10
onsite basin 1B byass pond 1- post
Hydrograph type = SCS Runoff Peak discharge = 22.09 cfs
Storm frequency = 5 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 82,947 cuft
Drainage area = 11.880 ac Curve number = 71.8
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
48
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
onsite basin 1B byass pond 1- post
Hyd. No. 10 -- 5 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type = Combine Peak discharge = 26.83 cfs
Storm frequency = 5 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 143,279 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 11.880 ac
49
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
sty pt 1 - POST
Hyd. No. 11 -- 5 Year
Hyd No. 11 Hyd No. 9 Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 13
onsite basin 2A to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 31.50 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 66,810 cuft
Drainage area = 5.600 ac Curve number = 89.2
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
50
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
onsite basin 2A to pond 2-post
Hyd. No. 13 -- 5 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 14
offsite basin 2C to pond 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
51
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
offsite basin 2C to pond 2-post
Hyd. No. 14 -- 5 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 15
combind to pond 2
Hydrograph type = Combine Peak discharge = 31.97 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 67,824 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 5.850 ac
52
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
combind to pond 2
Hyd. No. 15 -- 5 Year
Hyd No. 15 Hyd No. 13 Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 16
thru pond 2
Hydrograph type = Reservoir Peak discharge = 1.520 cfs
Storm frequency = 5 yrs Time to peak = 780 min
Time interval = 2 min Hyd. volume = 67,800 cuft
Inflow hyd. No. = 15 - combind to pond 2 Max. Elevation = 446.29 ft
Reservoir name = <Pond 2>Max. Storage = 41,020 cuft
Storage Indication method used.
53
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
thru pond 2
Hyd. No. 16 -- 5 Year
Hyd No. 16 Hyd No. 15 Total storage used = 41,020 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 17
onsite basin 2B bypass pond
Hydrograph type = SCS Runoff Peak discharge = 17.66 cfs
Storm frequency = 5 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 45,852 cuft
Drainage area = 5.290 ac Curve number = 76.3
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
54
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
onsite basin 2B bypass pond
Hyd. No. 17 -- 5 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 18
offsite basin 2A - post
Hydrograph type = SCS Runoff Peak discharge = 1.629 cfs
Storm frequency = 5 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,328 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. = 4.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
55
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
offsite basin 2A - post
Hyd. No. 18 -- 5 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 19
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
56
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
offsite basin 2B-post
Hyd. No. 19 -- 5 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 20
sty pt 2 - POST
Hydrograph type = Combine Peak discharge = 33.21 cfs
Storm frequency = 5 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 153,416 cuft
Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 11.580 ac
57
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
sty pt 2 - POST
Hyd. No. 20 -- 5 Year
Hyd No. 20 Hyd No. 16 Hyd No. 17 Hyd No. 18
Hyd No. 19
Hydrograph Summary Report
58
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 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 2B-pre
6 Combine 62.71 2 720 162,769 3, 4, 5 ------ ------ sty pt 2 - pre
8 SCS Runoff 37.93 2 716 77,070 ------ ------ ------ basin 1A to pond 1-post
9 Reservoir 9.725 2 724 77,067 8 445.14 31,702 thru pond 1
10 SCS Runoff 29.43 2 728 109,178 ------ ------ ------ onsite basin 1B byass pond 1- post
11 Combine 38.69 2 728 186,245 9, 10 ------ ------ sty pt 1 - POST
13 SCS Runoff 37.93 2 716 81,446 ------ ------ ------ onsite basin 2A to pond 2-post
14 SCS Runoff 0.711 2 718 1,428 ------ ------ ------ offsite basin 2C to pond 2-post
15 Combine 38.62 2 716 82,874 13, 14 ------ ------ combind to pond 2
16 Reservoir 3.689 2 742 82,850 15 446.61 45,749 thru pond 2
17 SCS Runoff 22.77 2 720 59,030 ------ ------ ------ onsite basin 2B bypass pond
18 SCS Runoff 2.331 2 718 4,685 ------ ------ ------ offsite basin 2A - post
19 SCS Runoff 18.56 2 720 48,552 ------ ------ ------ offsite basin 2B-post
20 Combine 44.54 2 722 195,118 16, 17, 18,
19
------ ------ sty pt 2 - POST
wake.gpw Return Period: 10 Year Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
59
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
60
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
onsite basin 2 - pre
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
61
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
offsite basin 2A - pre
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
62
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
offsite basin 2B-pre
Hyd. No. 5 -- 10 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
63
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
sty pt 2 - pre
Hyd. No. 6 -- 10 Year
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 Tuesday, 06 / 9 / 2020
Hyd. No. 8
basin 1A to pond 1-post
Hydrograph type = SCS Runoff Peak discharge = 37.93 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 77,070 cuft
Drainage area = 7.210 ac Curve number = 78
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
64
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
basin 1A to pond 1-post
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 9
thru pond 1
Hydrograph type = Reservoir Peak discharge = 9.725 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 77,067 cuft
Inflow hyd. No. = 8 - basin 1A to pond 1-post Max. Elevation = 445.14 ft
Reservoir name = <Pond 1>Max. Storage = 31,702 cuft
Storage Indication method used.
65
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
thru pond 1
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 8 Total storage used = 31,702 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 10
onsite basin 1B byass pond 1- post
Hydrograph type = SCS Runoff Peak discharge = 29.43 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 109,178 cuft
Drainage area = 11.880 ac Curve number = 71.8
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
66
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (min)
onsite basin 1B byass pond 1- post
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type = Combine Peak discharge = 38.69 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 186,245 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 11.880 ac
67
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
sty pt 1 - POST
Hyd. No. 11 -- 10 Year
Hyd No. 11 Hyd No. 9 Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 13
onsite basin 2A to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 37.93 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 81,446 cuft
Drainage area = 5.600 ac Curve number = 89.2
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
68
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
onsite basin 2A to pond 2-post
Hyd. No. 13 -- 10 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 14
offsite basin 2C to pond 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
69
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
offsite basin 2C to pond 2-post
Hyd. No. 14 -- 10 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 15
combind to pond 2
Hydrograph type = Combine Peak discharge = 38.62 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 82,874 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 5.850 ac
70
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
combind to pond 2
Hyd. No. 15 -- 10 Year
Hyd No. 15 Hyd No. 13 Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 16
thru pond 2
Hydrograph type = Reservoir Peak discharge = 3.689 cfs
Storm frequency = 10 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 82,850 cuft
Inflow hyd. No. = 15 - combind to pond 2 Max. Elevation = 446.61 ft
Reservoir name = <Pond 2>Max. Storage = 45,749 cuft
Storage Indication method used.
71
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
thru pond 2
Hyd. No. 16 -- 10 Year
Hyd No. 16 Hyd No. 15 Total storage used = 45,749 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 17
onsite basin 2B bypass pond
Hydrograph type = SCS Runoff Peak discharge = 22.77 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 59,030 cuft
Drainage area = 5.290 ac Curve number = 76.3
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
72
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
onsite basin 2B bypass pond
Hyd. No. 17 -- 10 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 18
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
73
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
offsite basin 2A - post
Hyd. No. 18 -- 10 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 19
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
74
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
offsite basin 2B-post
Hyd. No. 19 -- 10 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 20
sty pt 2 - POST
Hydrograph type = Combine Peak discharge = 44.54 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 195,118 cuft
Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 11.580 ac
75
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
sty pt 2 - POST
Hyd. No. 20 -- 10 Year
Hyd No. 20 Hyd No. 16 Hyd No. 17 Hyd No. 18
Hyd No. 19
Hydrograph Summary Report
76
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 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 2B-pre
6 Combine 89.21 2 720 230,841 3, 4, 5 ------ ------ sty pt 2 - pre
8 SCS Runoff 51.32 2 716 105,355 ------ ------ ------ basin 1A to pond 1-post
9 Reservoir 18.76 2 724 105,352 8 445.88 41,212 thru pond 1
10 SCS Runoff 42.02 2 728 154,456 ------ ------ ------ onsite basin 1B byass pond 1- post
11 Combine 58.73 2 728 259,808 9, 10 ------ ------ sty pt 1 - POST
13 SCS Runoff 48.32 2 716 105,498 ------ ------ ------ onsite basin 2A to pond 2-post
14 SCS Runoff 1.088 2 718 2,177 ------ ------ ------ offsite basin 2C to pond 2-post
15 Combine 49.39 2 716 107,675 13, 14 ------ ------ combind to pond 2
16 Reservoir 10.16 2 726 107,651 15 447.29 55,979 thru pond 2
17 SCS Runoff 31.30 2 720 81,424 ------ ------ ------ onsite basin 2B bypass pond
18 SCS Runoff 3.570 2 718 7,140 ------ ------ ------ offsite basin 2A - post
19 SCS Runoff 26.85 2 720 69,654 ------ ------ ------ offsite basin 2B-post
20 Combine 68.85 2 720 265,868 16, 17, 18,
19
------ ------ sty pt 2 - POST
wake.gpw Return Period: 25 Year Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
77
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
78
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
onsite basin 2 - pre
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
79
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
offsite basin 2A - pre
Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
80
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
offsite basin 2B-pre
Hyd. No. 5 -- 25 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
81
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
sty pt 2 - pre
Hyd. No. 6 -- 25 Year
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 Tuesday, 06 / 9 / 2020
Hyd. No. 8
basin 1A to pond 1-post
Hydrograph type = SCS Runoff Peak discharge = 51.32 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 105,355 cuft
Drainage area = 7.210 ac Curve number = 78
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
82
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
basin 1A to pond 1-post
Hyd. No. 8 -- 25 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 9
thru pond 1
Hydrograph type = Reservoir Peak discharge = 18.76 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 105,352 cuft
Inflow hyd. No. = 8 - basin 1A to pond 1-post Max. Elevation = 445.88 ft
Reservoir name = <Pond 1>Max. Storage = 41,212 cuft
Storage Indication method used.
83
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
thru pond 1
Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 8 Total storage used = 41,212 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 10
onsite basin 1B byass pond 1- post
Hydrograph type = SCS Runoff Peak discharge = 42.02 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 154,456 cuft
Drainage area = 11.880 ac Curve number = 71.8
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
84
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
onsite basin 1B byass pond 1- post
Hyd. No. 10 -- 25 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type = Combine Peak discharge = 58.73 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 259,808 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 11.880 ac
85
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
sty pt 1 - POST
Hyd. No. 11 -- 25 Year
Hyd No. 11 Hyd No. 9 Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 13
onsite basin 2A to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 48.32 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 105,498 cuft
Drainage area = 5.600 ac Curve number = 89.2
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
86
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
onsite basin 2A to pond 2-post
Hyd. No. 13 -- 25 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 14
offsite basin 2C to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 1.088 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,177 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. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
87
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
offsite basin 2C to pond 2-post
Hyd. No. 14 -- 25 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 15
combind to pond 2
Hydrograph type = Combine Peak discharge = 49.39 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 107,675 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 5.850 ac
88
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
combind to pond 2
Hyd. No. 15 -- 25 Year
Hyd No. 15 Hyd No. 13 Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 16
thru pond 2
Hydrograph type = Reservoir Peak discharge = 10.16 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 107,651 cuft
Inflow hyd. No. = 15 - combind to pond 2 Max. Elevation = 447.29 ft
Reservoir name = <Pond 2>Max. Storage = 55,979 cuft
Storage Indication method used.
89
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
thru pond 2
Hyd. No. 16 -- 25 Year
Hyd No. 16 Hyd No. 15 Total storage used = 55,979 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 17
onsite basin 2B bypass pond
Hydrograph type = SCS Runoff Peak discharge = 31.30 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 81,424 cuft
Drainage area = 5.290 ac Curve number = 76.3
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
90
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
onsite basin 2B bypass pond
Hyd. No. 17 -- 25 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 18
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
91
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
offsite basin 2A - post
Hyd. No. 18 -- 25 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 19
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
92
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
offsite basin 2B-post
Hyd. No. 19 -- 25 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 20
sty pt 2 - POST
Hydrograph type = Combine Peak discharge = 68.85 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 265,868 cuft
Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 11.580 ac
93
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
sty pt 2 - POST
Hyd. No. 20 -- 25 Year
Hyd No. 20 Hyd No. 16 Hyd No. 17 Hyd No. 18
Hyd No. 19
Hydrograph Summary Report
94
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 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 2B-pre
6 Combine 112.36 2 720 291,287 3, 4, 5 ------ ------ sty pt 2 - pre
8 SCS Runoff 62.75 2 716 130,011 ------ ------ ------ basin 1A to pond 1-post
9 Reservoir 26.75 2 722 130,008 8 446.42 48,983 thru pond 1
10 SCS Runoff 53.04 2 728 194,590 ------ ------ ------ onsite basin 1B byass pond 1- post
11 Combine 76.53 2 726 324,598 9, 10 ------ ------ sty pt 1 - POST
13 SCS Runoff 57.06 2 716 126,015 ------ ------ ------ onsite basin 2A to pond 2-post
14 SCS Runoff 1.429 2 718 2,866 ------ ------ ------ offsite basin 2C to pond 2-post
15 Combine 58.47 2 716 128,881 13, 14 ------ ------ combind to pond 2
16 Reservoir 20.59 2 724 128,857 15 447.79 64,081 thru pond 2
17 SCS Runoff 38.63 2 720 101,027 ------ ------ ------ onsite basin 2B bypass pond
18 SCS Runoff 4.686 2 718 9,400 ------ ------ ------ offsite basin 2A - post
19 SCS Runoff 34.13 2 720 88,491 ------ ------ ------ offsite basin 2B-post
20 Combine 94.30 2 722 327,776 16, 17, 18,
19
------ ------ sty pt 2 - POST
wake.gpw Return Period: 50 Year Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
95
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
96
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
onsite basin 2 - pre
Hyd. No. 3 -- 50 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
97
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
offsite basin 2A - pre
Hyd. No. 4 -- 50 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
98
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
offsite basin 2B-pre
Hyd. No. 5 -- 50 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
99
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
sty pt 2 - pre
Hyd. No. 6 -- 50 Year
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 Tuesday, 06 / 9 / 2020
Hyd. No. 8
basin 1A to pond 1-post
Hydrograph type = SCS Runoff Peak discharge = 62.75 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 130,011 cuft
Drainage area = 7.210 ac Curve number = 78
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
100
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
basin 1A to pond 1-post
Hyd. No. 8 -- 50 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 9
thru pond 1
Hydrograph type = Reservoir Peak discharge = 26.75 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 130,008 cuft
Inflow hyd. No. = 8 - basin 1A to pond 1-post Max. Elevation = 446.42 ft
Reservoir name = <Pond 1>Max. Storage = 48,983 cuft
Storage Indication method used.
101
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
thru pond 1
Hyd. No. 9 -- 50 Year
Hyd No. 9 Hyd No. 8 Total storage used = 48,983 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 10
onsite basin 1B byass pond 1- post
Hydrograph type = SCS Runoff Peak discharge = 53.04 cfs
Storm frequency = 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 194,590 cuft
Drainage area = 11.880 ac Curve number = 71.8
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
102
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
onsite basin 1B byass pond 1- post
Hyd. No. 10 -- 50 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type = Combine Peak discharge = 76.53 cfs
Storm frequency = 50 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 324,598 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 11.880 ac
103
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
sty pt 1 - POST
Hyd. No. 11 -- 50 Year
Hyd No. 11 Hyd No. 9 Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 13
onsite basin 2A to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 57.06 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 126,015 cuft
Drainage area = 5.600 ac Curve number = 89.2
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
104
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
onsite basin 2A to pond 2-post
Hyd. No. 13 -- 50 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 14
offsite basin 2C to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 1.429 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,866 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. = 7.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
105
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
offsite basin 2C to pond 2-post
Hyd. No. 14 -- 50 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 15
combind to pond 2
Hydrograph type = Combine Peak discharge = 58.47 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 128,881 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 5.850 ac
106
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
combind to pond 2
Hyd. No. 15 -- 50 Year
Hyd No. 15 Hyd No. 13 Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 16
thru pond 2
Hydrograph type = Reservoir Peak discharge = 20.59 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 128,857 cuft
Inflow hyd. No. = 15 - combind to pond 2 Max. Elevation = 447.79 ft
Reservoir name = <Pond 2>Max. Storage = 64,081 cuft
Storage Indication method used.
107
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
thru pond 2
Hyd. No. 16 -- 50 Year
Hyd No. 16 Hyd No. 15 Total storage used = 64,081 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 17
onsite basin 2B bypass pond
Hydrograph type = SCS Runoff Peak discharge = 38.63 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 101,027 cuft
Drainage area = 5.290 ac Curve number = 76.3
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
108
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
onsite basin 2B bypass pond
Hyd. No. 17 -- 50 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 18
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
109
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
offsite basin 2A - post
Hyd. No. 18 -- 50 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 19
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
110
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
offsite basin 2B-post
Hyd. No. 19 -- 50 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 20
sty pt 2 - POST
Hydrograph type = Combine Peak discharge = 94.30 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 327,776 cuft
Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 11.580 ac
111
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
sty pt 2 - POST
Hyd. No. 20 -- 50 Year
Hyd No. 20 Hyd No. 16 Hyd No. 17 Hyd No. 18
Hyd No. 19
Hydrograph Summary Report
112
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 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 2B-pre
6 Combine 142.35 2 720 370,855 3, 4, 5 ------ ------ sty pt 2 - pre
8 SCS Runoff 77.33 2 716 162,034 ------ ------ ------ basin 1A to pond 1-post
9 Reservoir 50.47 2 720 162,031 8 446.88 55,574 thru pond 1
10 SCS Runoff 67.34 2 728 247,348 ------ ------ ------ onsite basin 1B byass pond 1- post
11 Combine 106.39 2 722 409,379 9, 10 ------ ------ sty pt 1 - POST
13 SCS Runoff 68.11 2 716 152,266 ------ ------ ------ onsite basin 2A to pond 2-post
14 SCS Runoff 1.881 2 716 3,798 ------ ------ ------ offsite basin 2C to pond 2-post
15 Combine 69.99 2 716 156,064 13, 14 ------ ------ combind to pond 2
16 Reservoir 44.04 2 720 156,040 15 448.14 69,971 thru pond 2
17 SCS Runoff 48.02 2 720 126,566 ------ ------ ------ onsite basin 2B bypass pond
18 SCS Runoff 6.170 2 716 12,456 ------ ------ ------ offsite basin 2A - post
19 SCS Runoff 43.62 2 720 113,382 ------ ------ ------ offsite basin 2B-post
20 Combine 140.63 2 720 408,444 16, 17, 18,
19
------ ------ sty pt 2 - POST
wake.gpw Return Period: 100 Year Tuesday, 06 / 9 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
113
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
onsite basin 1 to sty pt 1 - pre
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
114
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
onsite basin 2 - pre
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
115
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
offsite basin 2A - pre
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
116
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
offsite basin 2B-pre
Hyd. No. 5 -- 100 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 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
117
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
sty pt 2 - pre
Hyd. No. 6 -- 100 Year
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 Tuesday, 06 / 9 / 2020
Hyd. No. 8
basin 1A to pond 1-post
Hydrograph type = SCS Runoff Peak discharge = 77.33 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 162,034 cuft
Drainage area = 7.210 ac Curve number = 78
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
118
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
basin 1A to pond 1-post
Hyd. No. 8 -- 100 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 9
thru pond 1
Hydrograph type = Reservoir Peak discharge = 50.47 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 162,031 cuft
Inflow hyd. No. = 8 - basin 1A to pond 1-post Max. Elevation = 446.88 ft
Reservoir name = <Pond 1>Max. Storage = 55,574 cuft
Storage Indication method used.
119
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
thru pond 1
Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 8 Total storage used = 55,574 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 10
onsite basin 1B byass pond 1- post
Hydrograph type = SCS Runoff Peak discharge = 67.34 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 247,348 cuft
Drainage area = 11.880 ac Curve number = 71.8
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
120
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
onsite basin 1B byass pond 1- post
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 11
sty pt 1 - POST
Hydrograph type = Combine Peak discharge = 106.39 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 409,379 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 11.880 ac
121
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
sty pt 1 - POST
Hyd. No. 11 -- 100 Year
Hyd No. 11 Hyd No. 9 Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 13
onsite basin 2A to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 68.11 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 152,266 cuft
Drainage area = 5.600 ac Curve number = 89.2
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
122
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
onsite basin 2A to pond 2-post
Hyd. No. 13 -- 100 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 14
offsite basin 2C to pond 2-post
Hydrograph type = SCS Runoff Peak discharge = 1.881 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 3,798 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. = 9.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
123
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
offsite basin 2C to pond 2-post
Hyd. No. 14 -- 100 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 15
combind to pond 2
Hydrograph type = Combine Peak discharge = 69.99 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 156,064 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 5.850 ac
124
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
combind to pond 2
Hyd. No. 15 -- 100 Year
Hyd No. 15 Hyd No. 13 Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 16
thru pond 2
Hydrograph type = Reservoir Peak discharge = 44.04 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 156,040 cuft
Inflow hyd. No. = 15 - combind to pond 2 Max. Elevation = 448.14 ft
Reservoir name = <Pond 2>Max. Storage = 69,971 cuft
Storage Indication method used.
125
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
thru pond 2
Hyd. No. 16 -- 100 Year
Hyd No. 16 Hyd No. 15 Total storage used = 69,971 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 17
onsite basin 2B bypass pond
Hydrograph type = SCS Runoff Peak discharge = 48.02 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 126,566 cuft
Drainage area = 5.290 ac Curve number = 76.3
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
126
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
onsite basin 2B bypass pond
Hyd. No. 17 -- 100 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 18
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
127
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
offsite basin 2A - post
Hyd. No. 18 -- 100 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 19
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
128
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
offsite basin 2B-post
Hyd. No. 19 -- 100 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Hyd. No. 20
sty pt 2 - POST
Hydrograph type = Combine Peak discharge = 140.63 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 408,444 cuft
Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 11.580 ac
129
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
sty pt 2 - POST
Hyd. No. 20 -- 100 Year
Hyd No. 20 Hyd No. 16 Hyd No. 17 Hyd No. 18
Hyd No. 19
Hydraflow Rainfall Report 130
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 9 / 2020
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(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 Intensity Values (in/hr)
Period
(Yrs)5 min1015202530354045505560
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.
Rainfall Precipitation Table (in)
Precip. file name: \\us0564-pbfss01\workgroup\1784\active\178440214\design\civil\analysis\storm\youngsville.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-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-1st 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
Project Description
StormSTM.SPF
Project Options
CFS
Elevation
Rational
User-Defined
Hydrodynamic
YES
NO
Analysis Options
Jun 07, 2020 00:00:00
Jun 07, 2020 00:30:00
Jun 07, 2020 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Number of Elements
Qty
0
15
28
13
7
0
8
0
21
0
21
0
0
0
0
0
0
Rainfall Details
25 year(s)
Outlets ..........................................................................
Pollutants ..............................................................................
Land Uses ............................................................................
Return Period........................................................................
Links......................................................................................
Channels ......................................................................
Pipes ............................................................................
Pumps ..........................................................................
Orifices .........................................................................
Weirs ............................................................................
Nodes....................................................................................
Junctions ......................................................................
Outfalls .........................................................................
Flow Diversions ...........................................................
Inlets ............................................................................
Storage Nodes .............................................................
Runoff (Dry Weather) Time Step ..........................................
Runoff (Wet Weather) Time Step ........................................
Reporting Time Step ............................................................
Routing Time Step ................................................................
Rain Gages ...........................................................................
Subbasins..............................................................................
Enable Overflow Ponding at Nodes ......................................
Skip Steady State Analysis Time Periods ............................
Start Analysis On ..................................................................
End Analysis On ...................................................................
Start Reporting On ................................................................
Antecedent Dry Days ............................................................
File Name .............................................................................
Flow Units .............................................................................
Elevation Type ......................................................................
Hydrology Method .................................................................
Time of Concentration (TOC) Method ..................................
Link Routing Method .............................................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac)(in)(in)(ft³)(cfs)(days hh:mm:ss)
1 Sub-A3 0.69 0.5200 0.67 0.35 871.64 2.88 0 00:05:00
2 Sub-A4 1.03 0.6000 0.67 0.40 1499.30 4.96 0 00:05:00
3 Sub-a4roof 0.06 0.9500 0.67 0.64 145.22 0.48 0 00:05:00
4 Sub-A5 0.07 0.7000 0.67 0.47 125.71 0.42 0 00:05:00
5 Sub-A5roof 0.05 0.9500 0.67 0.64 119.86 0.40 0 00:05:00
6 Sub-A6 0.36 0.5400 0.67 0.36 477.00 1.58 0 00:05:00
7 Sub-B2.1 1.80 0.9500 0.67 0.64 4144.48 13.70 0 00:05:00
8 Sub-B3 0.20 0.8200 0.67 0.55 387.90 1.28 0 00:05:00
9 Sub-B3roof 0.16 0.9500 0.67 0.64 375.72 1.24 0 00:05:00
10 Sub-b4-roof 0.46 0.9500 0.67 0.64 1048.80 3.47 0 00:05:00
11 Sub-B5 0.75 0.8800 0.67 0.59 1602.96 5.30 0 00:05:00
12 Sub-C2 0.63 0.5000 0.67 0.33 761.40 2.52 0 00:05:00
13 Sub-C3 0.33 0.3400 0.67 0.23 268.63 0.89 0 00:05:00
14 Sub-c3-roof 0.17 0.9500 0.67 0.64 394.16 1.30 0 00:05:00
15 Sub-G2 1.98 0.6300 0.67 0.42 3028.95 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)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)
1 A2 Junction 444.95 450.49 444.95 450.49 0.00 10.02 446.24 0.00 4.25 0 00:00 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 00:00 0.00 0.00
3 A5-roof Junction 452.00 455.00 452.00 0.00 0.00 0.40 452.18 0.00 2.82 0 00:00 0.00 0.00
4 B2 Junction 446.25 455.37 446.25 455.37 0.00 21.01 448.03 0.00 7.34 0 00:00 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 00:05 0.06 2.00
6 B3-roof Junction 454.00 457.00 454.00 0.00 0.00 1.24 454.31 0.00 2.69 0 00:00 0.00 0.00
7 B4 Junction 449.15 456.71 449.15 456.71 0.00 8.45 450.38 0.00 6.33 0 00:00 0.00 0.00
8 B4-roof Junction 454.00 457.00 454.00 0.00 0.00 3.46 454.72 0.00 2.28 0 00:00 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 00:00 0.00 0.00
10 D2 Junction 440.02 448.00 440.02 448.00 5000.00 39.60 448.00 0.00 0.00 0 00:00 0.00 0.00
11 E2 Junction 436.79 447.00 436.79 447.00 5000.00 50.33 439.78 0.00 7.22 0 00:00 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 00:00 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 00:00 0.00 0.00
14 Out-1A2 Outfall 442.04 10.14 445.88
15 Out-1B2 Outfall 445.84 21.07 447.29
16 Out-1C2 Outfall 452.21 4.32 452.92
17 Out-1D2 Outfall 438.82 39.64 440.34
18 Out-1E2 Outfall 435.43 60.04 437.08
19 Out-1F3 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)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)
1 A2 Pipe A2 Out-1A2 158.95 444.95 442.04 1.8300 24.000 0.0120 10.14 33.13 0.31 3.67 1.65 0.82 0.00 Calculated
2 A3 Pipe A3 A2 247.16 447.51 445.05 1.0000 18.000 0.0120 10.02 11.36 0.88 6.53 1.23 0.82 0.00 Calculated
3 A4 Pipe A4 A3 100.00 448.51 447.51 1.0000 18.000 0.0120 7.50 11.38 0.66 5.02 1.18 0.79 0.00 Calculated
4 A5 Pipe A5 A4 85.39 449.36 448.51 1.0000 15.000 0.0120 2.32 7.00 0.33 2.78 0.80 0.64 0.00 Calculated
5 A6 Pipe A6 A5 59.57 449.96 449.36 1.0000 15.000 0.0120 1.56 7.00 0.22 3.64 0.48 0.38 0.00 Calculated
6 B2 Pipe B2 Out-1B2 40.58 446.25 445.84 1.0000 30.000 0.0120 21.07 44.44 0.47 6.28 1.62 0.65 0.00 Calculated
7 B2.1 Pipe B2.1EX B2 104.55 450.87 447.10 3.6100 18.000 0.0120 10.45 21.61 0.48 7.34 1.22 0.81 0.00 Calculated
8 B3 Pipe B3 B2 231.85 448.57 446.25 1.0000 24.000 0.0120 10.56 24.51 0.43 4.68 1.35 0.68 0.00 Calculated
9 B4 Pipe B4 B3 58.10 449.15 448.57 1.0000 18.000 0.0120 8.37 11.38 0.74 6.19 1.07 0.72 0.00 Calculated
10 B4-roof Pipe B4-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
11 B5 Pipe B5 B4 131.44 450.46 449.15 1.0000 18.000 0.0120 5.27 11.38 0.46 4.27 0.99 0.66 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 59.72 440.02 438.82 2.0000 30.000 0.0130 39.64 58.01 0.68 9.38 2.01 0.80 0.00 Calculated
15 E2 Pipe E2 Out-1E2 68.23 436.79 435.43 2.0000 36.000 0.0120 60.04 102.19 0.59 11.88 2.19 0.75 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 B3-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 A5 54.80 452.00 450.00 3.6500 12.000 0.0150 0.39 5.90 0.07 4.10 0.18 0.18 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 4.14 0.39 0.39 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
(ft)(ft)(ft)(ft²)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)
1 A3 FHWA HEC-22 GENERIC N/A On Sag 2 447.51 453.92 447.51 0.00 2.87 N/A N/A N/A 7.00 13.72 454.37
2 A4 FHWA HEC-22 GENERIC N/A On Sag 2 448.51 454.40 448.51 0.00 4.95 N/A N/A N/A 7.00 19.12 454.95
3 A5 FHWA HEC-22 GENERIC N/A On Sag 2 449.36 454.73 449.36 0.00 0.41 N/A N/A N/A 7.00 3.11 454.86
4 A6 FHWA HEC-22 GENERIC N/A On Sag 2 449.96 453.96 449.96 0.00 1.57 N/A N/A N/A 7.00 9.56 454.32
5 B3 FHWA HEC-22 GENERIC N/A On Sag 2 448.57 456.71 448.57 0.00 1.28 N/A N/A N/A 7.00 8.51 457.05
6 B5 FHWA HEC-22 GENERIC N/A On Sag 2 450.46 453.96 450.46 0.00 5.29 N/A N/A N/A 7.00 19.92 454.53
7 C2 FHWA HEC-22 GENERIC N/A On Sag 2 452.45 456.00 452.45 0.00 2.51 N/A N/A N/A 7.00 12.64 456.42
8 C3 FHWA HEC-22 GENERIC N/A On Sag 2 454.99 457.38 454.99 0.00 0.89 N/A N/A N/A 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-A3
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-A4
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-a4roof
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-A5
Subbasin : Sub-A5roof
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-A5roof
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-A6
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-B2.1
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-B3
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-B3roof
Subbasin : Sub-b4-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-b4-roof
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-B5
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-C2
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
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-c3-roof
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
Subbasin : Sub-G2
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 0.00
2 A4-roof 452.00 455.00 3.00 452.00 0.00 0.00 -455.00 0.00 0.00
3 A5-roof 452.00 455.00 3.00 452.00 0.00 0.00 -455.00 0.00 0.00
4 B2 446.25 455.37 9.12 446.25 0.00 455.37 0.00 0.00 0.00
5 B2.1EX 450.87 453.24 2.37 450.87 0.00 0.00 -453.24 0.00 0.00
6 B3-roof 454.00 457.00 3.00 454.00 0.00 0.00 -457.00 0.00 0.00
7 B4 449.15 456.71 7.56 449.15 0.00 456.71 0.00 0.00 0.00
8 B4-roof 454.00 457.00 3.00 454.00 0.00 0.00 -457.00 0.00 0.00
9 C3-roof 456.00 458.00 2.00 456.00 0.00 0.00 -458.00 0.00 0.00
10 D2 440.02 448.00 7.98 440.02 0.00 448.00 0.00 5000.00 0.00
11 E2 436.79 447.00 10.21 436.79 0.00 447.00 0.00 5000.00 0.00
12 F3ex 449.48 452.14 2.66 449.48 0.00 452.14 0.00 0.00 0.00
13 G2 453.94 455.69 1.75 453.94 0.00 455.69 0.00 0.00 0.00
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 10.02 0.00 446.24 1.29 0.00 4.25 445.91 0.96 0 00:05 0 00:00 0.00 0.00
2 A4-roof 0.48 0.48 452.17 0.17 0.00 2.83 452.04 0.04 0 00:05 0 00:00 0.00 0.00
3 A5-roof 0.40 0.40 452.18 0.18 0.00 2.82 452.04 0.04 0 00:05 0 00:00 0.00 0.00
4 B2 21.01 0.00 448.03 1.78 0.00 7.34 447.39 1.14 0 00:05 0 00:00 0.00 0.00
5 B2.1EX 13.68 13.68 453.24 2.37 0.00 0.00 451.41 0.54 0 00:03 0 00:05 0.06 2.00
6 B3-roof 1.24 1.24 454.31 0.31 0.00 2.69 454.07 0.07 0 00:05 0 00:00 0.00 0.00
7 B4 8.45 0.00 450.38 1.23 0.00 6.33 449.43 0.28 0 00:05 0 00:00 0.00 0.00
8 B4-roof 3.46 3.46 454.72 0.72 0.00 2.28 454.18 0.18 0 00:05 0 00:00 0.00 0.00
9 C3-roof 1.30 1.30 456.57 0.57 0.00 1.43 456.12 0.12 0 00:05 0 00:00 0.00 0.00
10 D2 39.60 39.60 448.00 7.98 0.00 0.00 444.25 4.23 0 00:00 0 00:00 0.00 0.00
11 E2 50.33 50.33 439.78 2.99 0.00 7.22 439.02 2.23 0 00:00 0 00:00 0.00 0.00
12 F3ex 0.00 0.00 449.48 0.00 0.00 2.66 449.48 0.00 0 00:00 0 00:00 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)(%)(in)(in)(cfs)
1 A2 158.95 444.95 0.00 442.04 0.00 2.91 1.8300 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 A5 85.39 449.36 0.00 448.51 0.00 0.85 1.0000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
5 A6 59.57 449.96 0.00 449.36 0.00 0.60 1.0000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
6 B2 40.58 446.25 0.00 445.84 0.00 0.41 1.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
7 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
8 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
9 B4 58.10 449.15 0.00 448.57 0.00 0.58 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
10 B4-roof 196.19 454.00 0.00 452.00 2.85 2.00 1.0200 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
11 B5 131.44 450.46 0.00 449.15 0.00 1.31 1.0000 CIRCULAR 18.000 18.000 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 59.72 440.02 0.00 438.82 0.00 1.19 2.0000 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
15 E2 68.23 436.79 0.00 435.43 0.00 1.36 2.0000 CIRCULAR 36.000 36.000 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 0.00 450.00 0.64 2.00 3.6500 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 10.14 0 00:06 33.13 0.31 3.67 0.72 1.65 0.82 0.00 Calculated
2 A3 10.02 0 00:05 11.36 0.88 6.53 0.63 1.23 0.82 0.00 Calculated
3 A4 7.50 0 00:05 11.38 0.66 5.02 0.33 1.18 0.79 0.00 Calculated
4 A5 2.32 0 00:05 7.00 0.33 2.78 0.51 0.80 0.64 0.00 Calculated
5 A6 1.56 0 00:05 7.00 0.22 3.64 0.27 0.48 0.38 0.00 Calculated
6 B2 21.07 0 00:06 44.44 0.47 6.28 0.11 1.62 0.65 0.00 Calculated
7 B2.1 10.45 0 00:04 21.61 0.48 7.34 0.24 1.22 0.81 0.00 Calculated
8 B3 10.56 0 00:05 24.51 0.43 4.68 0.83 1.35 0.68 0.00 Calculated
9 B4 8.37 0 00:05 11.38 0.74 6.19 0.16 1.07 0.72 0.00 Calculated
10 B4-roof 3.22 0 00:05 5.65 0.57 4.60 0.71 0.70 0.56 0.00 Calculated
11 B5 5.27 0 00:05 11.38 0.46 4.27 0.51 0.99 0.66 0.00 Calculated
12 C2 4.32 0 00:05 7.00 0.62 5.01 0.08 0.83 0.66 0.00 Calculated
13 C3 2.07 0 00:05 7.00 0.30 2.90 1.46 0.71 0.56 0.00 Calculated
14 D2 39.64 0 00:00 58.01 0.68 9.38 0.11 2.01 0.80 0.00 Calculated
15 E2 60.04 0 00:00 102.19 0.59 11.88 0.10 2.19 0.75 0.00 Calculated
16 F3 0.00 0 00:00 6.41 0.00 0.00 0.00 0.00 0.00 Calculated
17 G2 9.98 0 00:05 18.96 0.53 9.23 0.13 0.89 0.59 0.00 Calculated
18 Link-02 1.22 0 00:05 10.56 0.12 5.45 0.17 0.30 0.24 0.00 Calculated
19 Link-03 0.39 0 00:05 5.90 0.07 4.10 0.22 0.18 0.18 0.00 Calculated
20 Link-04 0.47 0 00:05 7.90 0.06 4.14 0.18 0.39 0.39 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)(ft²)(%)
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 A5 FHWA HEC-22 GENERIC N/A On Sag 2 449.36 454.73 5.37 449.36 0.00 0.00 0.00
4 A6 FHWA HEC-22 GENERIC N/A On Sag 2 449.96 453.96 4.00 449.96 0.00 0.00 0.00
5 B3 FHWA HEC-22 GENERIC N/A On Sag 2 448.57 456.71 8.14 448.57 0.00 0.00 0.00
6 B5 FHWA HEC-22 GENERIC N/A On Sag 2 450.46 453.96 3.50 450.46 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 A5 N/A 0.0200 0.0160 0.0100 2.00 0.0656 7.00
4 A6 N/A 0.0200 0.0160 0.0100 2.00 0.0656 7.00
5 B3 N/A 0.0200 0.0160 0.0100 2.00 0.0656 7.00
6 B5 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)(%)(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 0 00:05 0.00 0.00
2 A4 4.95 4.95 N/A N/A N/A 19.12 454.95 0.55 0 00:05 0.00 0.00
3 A5 0.41 0.41 N/A N/A N/A 3.11 454.86 0.13 0 00:05 0.00 0.00
4 A6 1.57 1.57 N/A N/A N/A 9.56 454.32 0.36 0 00:05 0.00 0.00
5 B3 1.28 1.28 N/A N/A N/A 8.51 457.05 0.34 0 00:05 0.00 0.00
6 B5 5.29 5.29 N/A N/A N/A 19.92 454.53 0.57 0 00:05 0.00 0.00
7 C2 2.51 2.51 N/A N/A N/A 12.64 456.42 0.42 0 00:05 0.00 0.00
8 C3 0.89 0.89 N/A N/A N/A 6.66 457.66 0.28 0 00:05 0.00 0.00
United States
Department of
Agriculture
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 CarolinaNatural
Resources
Conservation
Service
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.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_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
2
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.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit 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
4
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
5
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
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
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.
8
9
Custom Soil Resource Report
Soil Map
3990450399052039905903990660399073039908003990870399052039905903990660399073039908003990870726550 726620 726690 726760 726830 726900 726970 727040 727110 727180
726550 726620 726690 726760 726830 726900 726970 727040 727110 727180
36° 2' 9'' N 78° 29' 8'' W36° 2' 9'' N78° 28' 41'' W36° 1' 55'' N
78° 29' 8'' W36° 1' 55'' N
78° 28' 41'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 100 200 400 600
Feet
0 45 90 180 270
Meters
Map Scale: 1:3,050 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 22, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 25, 2016—Nov
17, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
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
Custom Soil Resource Report
11
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.
Custom Soil Resource Report
12
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
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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
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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): Backslope, shoulder
Landform position (three-dimensional): Side slope
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): Backslope, shoulder
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
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
Custom Soil Resource Report
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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
Custom Soil Resource Report
16
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.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
17
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
18
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

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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)
Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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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 f ine-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.

Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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◼ 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.

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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
◼ floor slab design and construction
◼ pavement thickness design

◼ foundation design and construction
◼ seismic considerations

2.0 PROJECT INFORMATION

2.1 Project Description

ITEM DESCRIPTION
Structures
■ 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
■ 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.
Maximum loads (provided)
■ Columns: 75 kips
■ Walls: 5 kips per linear foot (klf)
■ Slabs: 150 pounds per square foot (psf, assumed)
Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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ITEM DESCRIPTION
Grading
Up to 8 feet of cut and may be required to develop final grade along
the northern margin of the site.
Final slope angles less than 3H:1V (Horizontal: Vertical) with
heights less than 8 feet are expected.
Pavements
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
Free-standing retaining walls Retaining walls are not expected to be constructed as part of site
development to achieve final grades.
Below Grade Structures 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
Location
The project is located at 228 Park Avenue (US Route 1A) in
Youngsville, North Carolina. Land parcel size is 30 acres.
Approximate site coordinates:
36.0347° N, 78.4820° W
Existing improvements
The project site is currently developed with existing office and
warehouse buildings, associated parking lots, and maintenance and
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.
Existing topography Approximately el 466 feet within central area outside fence to el 440
feet at northwest and southeast corners of the parcel.

Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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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 R aleigh 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:

Stratum Approximate Depths to
Bottom of Stratum Material Description Consistency/Density
1 0 to 4 Moderately to Highly Plastic Clay
to Clayey Sand
Medium stiff to hard
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.

Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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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 allo wable 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 prot ected 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.

Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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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.

Geotechnical Engineering Report
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February 12, 2020 ■ Terracon Project No. 70195303

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Engineered fill should meet the following material property requirements:
Fill Type 1 USCS Classification Acceptable Location for Placement
Onsite or imported Low- to
Moderate-Plasticity Soil (min.
20% fines)
CL, ML, SC, SM
All locations and elevations except as
backfill behind retaining walls or
mechanically stabilized earth walls
Sand / Gravel with less than
10% fines 2 GW/GP, SW/SP NCDOT CABC – suitable beneath
pavement sections and floor slabs
On-site Soils CH, MH
Not to be used as backfill behind
retaining walls or within 3 feet of
structures or 2 feet of finished
pavement grade
1. Controlled, fill should consist of approved materials that are free of organic matter an d 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 5 H: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 Description
Fill Lift Thickness 9-inches or less in loose thickness (4-inch to 6-inch lifts
when hand-operated equipment is used).
Compaction Requirements 1
Minimum of 95% of the material’s standard Proctor
maximum dry density (ASTM D698).
The 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.
Moisture Content
Within the range of -2% to +3% of optimum 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.

Geotechnical Engineering Report
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February 12, 2020 ■ Terracon Project No. 70195303

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4.2.2 Grading and Drainage
During construction, grades should be sloped to promote runoff away from construction area s.
Final grades should be sloped away from structure s 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 con ventional 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 excavation s.

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 obs ervations 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.

Geotechnical Engineering Report
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February 12, 2020 ■ Terracon Project No. 70195303

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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 column s 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 Pressure1 3,000 psf
Minimum Width/Diameter Column Spread Footings: 24 inches
Strip Footings: 16 inches
Minimum Embedment Depth Below Finished
Grade for Frost Protection2 12 inches
Total Estimated Settlement3 Less than 1 inch
Estimated Differential Settlement3 ½ 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 ad jacent
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 ma y 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.

Geotechnical Engineering Report
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February 12, 2020 ■ Terracon Project No. 70195303

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The dead weight of the foundation and the soil directly ove r 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. W here 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:
Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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At-Rest:
Cohesive soil backfill (clays and silts) ............................................................. 75 psf/ft
Granular soil backf ill (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 Parameters
Seismic Site Class
(2015 International Building Code)
D
Mapped Spectral Response Acceleration
Parameters SS = 0.142g S1 = 0.072g
Design Spectral Response Acceleration
Parameters
SMs = 0.227g SM1 = 0.172g
SDs = 0.151g SD1 = 0.115g

4.5 Concrete Slab-on-Grade

Item Description
Floor slab support Approved/prepared site soils or new structural fill
Modulus of subgrade reaction (k) 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 excessiv ely 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
Geotechnical Engineering Report
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February 12, 2020 ■ Terracon Project No. 70195303

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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 cauti ons 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 enou gh to support the container and tipping axle of the
refuse truck.

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February 12, 2020 ■ Terracon Project No. 70195303

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As a minimum, we recommend the following typical pavement section s to be considered for
lightly-loaded flexible pavements.
Material Thickness (inches) Preparation
Subgrade
Upper 12 inches of tested and
approved existing soil or
engineered fill
98% of Standard Proctor
-2% to +3% optimum moisture
content
Aggregate Base
(NCDOT CABC)
6

100% of Modified Proctor
Asphalt Surface Course
(NCDOT S-9.5B)
3

Per NCDOT Specifications
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 typ ical pavement section be considered for heavy-duty
pavements that will handle combined car and truck traffic (driveways).
Material Thickness (inches) Preparation
Subgrade
Upper 12 inches of tested
and approved existing soil or
engineered fill
98% of Standard Proctor
-2% to +3% optimum moisture
content
Aggregate Base
(NCDOT CABC)
8 100% of Modified Proctor
Asphalt Surface Course
(NCDOT S-9.5B)
1.5
Per NCDOT Specifications
Asphalt Binder Course
(NCDOT I-19.0C)
2.5
Per NCDOT Specifications
Total Pavement Section 12
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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Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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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 ra te 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 8” NCDOT CABC
Long Term Section 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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Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

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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 interp retation 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 ref lect 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 tha t
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 id entification 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 consid ered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.

APPENDIX A
FIELD EXPLORATION

Site Ma p EXHIBITNO.
Copyright:© 2013 National Geographic Society, i-cubed
Wake Energy Electric Cooperative Facility Expansion228 Park AvenueYoungsville, North Carolina2401 Brentwood Road, Suite 107 Raleigh, NC 27604Phone: [phone] Fax: [phone]
±
0 2,000 4,0001,000
Feet
PM:
Drawn By:
Checked By:
Approved By:
MW
MW
AAN

Project No:
Scale:
Filename:
Date:February 11, 2020

1 inch = 2,000 feet A-1
SITE
70195303
Ex plora tion Plan EXHIBITNO.
@A
@A
@A
@A @A
@A @A
@A
@A
@A
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@A@A
B-9B-8
B-7B-6
B-5B-4
B-3
B-2
B-1
B-12
B-11
B-10
Legend
@A Test Boring
Wake Energy Electric Cooperative Facility Expansion228 Park AvenueYoungsville, North Carolina2401 Brentwood Road, Suite 107 Raleigh, NC 27604Phone: [phone] Fax: [phone]
±
0 150 30075
Feet
PM:
Drawn By:
Checked By:
Approved By:
MW
MW
AAN

Project No:
Scale:
Filename:
Date:February 11, 2020

1 inch = 150 feet A-2
70195303
From Architectural Site Plan, by HDA, dated 11-6-19
Aerial Exploration Plan EXHIBITNO.
@A
@A
@A
@A @A
@A @A
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@A@A
B-9B-8
B-7B-6
B-5B-4
B-3
B-2
B-1
B-12
B-11
B-10
Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS,AeroGRID, IGN, and the GIS User Community
Legend
@A Test Boring
Wake Energy Electric Cooperative Facility Expansion228 Park AvenueYoungsville, North Carolina2401 Brentwood Road, Suite 107 Raleigh, NC 27604Phone: [phone] Fax: [phone]
±
0 150 30075
Feet
PM:
Drawn By:
Checked By:
Approved By:
MW
MW
AAN

Project No:
Scale:
Filename:
Date:February 11, 2020

1 inch = 150 feet A-3
70195303

Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

Responsive ■ Resourceful ■ Reliable Exhibit A-4
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 penetra tion
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.
5-5-3-4
N=8
4-5-5-8
N=10
6-8-11-11
N=19
11-14-11-7
N=25
4-5-5-5
N=10
2-3-3
N=6
3-4-5
N=9
CONCRETE, 4 inches
CLAYEY SAND (SC), fine to coarse grained, red brown, moist, loose to medium
dense, micaceous
SANDY ELASTIC SILT (MH), fine to coarse grained, light gray and tan, moist to very
moist, very stiff, intact granite/gneiss texture
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
Boring Terminated at 20 Feet
0.3
4.0
8.0
20.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-1
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-5
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.034° Longitude: -78.482°GRAPHIC LOGDEPTH SAMPLE TYPE
7-9-6-10
N=15
8-9-13-14
N=22
16-16-15-17
N=31
15-14-11-11
N=25
7-7-7-7
N=14
4-3-4
N=7
3-5-5
N=10
24
28
26
ASPHALT, 4 inches
SANDY ELASTIC SILT (MH), fine to coarse grained, red brown to brown, moist, very
stiff to hard, micaceous
SILTY SAND (SM), fine to coarse grained, gray, tan, and dark gray, moist to very
moist, loose, disintegrated granite/gneiss structure
Boring Terminated at 20 Feet
0.3
10.0
20.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-2
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-6
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.035° Longitude: -78.4823°GRAPHIC LOGDEPTH SAMPLE TYPE
4-4-4-5
N=8
5-6-8-8
N=14
8-11-15-18
N=26
23-22-22-23
N=44
7-7-8-11
N=15
3-3-3
N=6
3-3-5
N=8
ASPHALT, 4 inches
SANDY FAT CLAY (CH), fine to coarse grained, brown, moist, stiff, micaceous
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, micaceous
SILTY SAND (SM), fine grained, gray brown, very moist, loose, micaceous
Boring Terminated at 20 Feet
0.3
4.0
12.5
20.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-3
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-7
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0351° Longitude: -78.4824°GRAPHIC LOGDEPTH SAMPLE TYPE
3-3-4-4
N=7
4-8-10-14
N=18
16-18-18-21
N=36
17-18-15-14
N=33
12-11-11-10
N=22
3-3-3
N=6
3-3-6
N=9
20
32
22
SANDY LEAN CLAY (CL), fine to coarse grained, brown, moist, medium stiff
SANDY ELASTIC SILT (MH), fine to medium grained, tan and brown to mottled with
red brown, moist, very stiff to hard, micaceous
SILTY SAND (SM), fine grained, tan and brown, moist to very moist, loose,
micaceous
Boring Terminated at 20 Feet
2.0
12.5
20.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-4
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-8
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0355° Longitude: -78.4833°GRAPHIC LOGDEPTH SAMPLE TYPE
4-5-5-5
N=10
4-5-8-10
N=13
10-10-10-13
N=20
12-13-13-13
N=26
16-16-16-16
N=32
4-5-8
N=13
3-3-3
N=6
SILTY SAND (SM), fine to coarse grained, dark brown gray, moist, medium dense
SANDY FAT CLAY (CH), fine to medium grained, red brown, moist, stiff
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, micaceous
SILTY SAND (SM), fine grained, olive gray, moist, loose to medium dense,
micaceous
Boring Terminated at 20 Feet
2.0
4.0
12.5
20.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-5
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-9
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0355° Longitude: -78.4822°GRAPHIC LOGDEPTH SAMPLE TYPE
9-5-5-6
N=10
4-6-6-7
N=12
2-3-4-4
N=7
3-3-3-4
N=6
3-5-14-15
N=19
3-3-3
N=6
3-3-3
N=6 29
33
28
33
30 NP
CONCRETE, 4 inches
SANDY FAT CLAY (CH), fine to coarse grained, red brown, moist, stiff, micaceous
SANDY ELASTIC SILT (MH), fine to coarse grained, brown, moist, medium stiff to
stiff, micaceous
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
Boring Terminated at 20 Feet
0.3
2.0
8.0
20.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-6
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-10
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0347° Longitude: -78.4814°GRAPHIC LOGDEPTH SAMPLE TYPE
8-4-5-6
N=9
7-8-9-9
N=17
9-9-9-8
N=18
6-6-7-6
N=13
5-5-6-7
N=11
8-8-8
N=16
7-8-9
N=17
CLAYEY SAND (SC), fine to coarse grained, light gray and tan, moist, loose
SANDY ELASTIC SILT (MH), fine grained, brown and light gray to dark brown and
olive brown, moist, stiff to very stiff, micaceous
SILTY SAND (SM), fine to medium grained, light gray and pink tan, moist, medium
dense
Boring Terminated at 20 Feet
2.0
17.5
20.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-7
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-11
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0347° Longitude: -78.4809°GRAPHIC LOGDEPTH SAMPLE TYPE
4-5-5-7
N=10
7-11-12-14
N=23
13-11-12-13
N=23
10-10-13-13
N=23
11-11-11-12
N=22
6526
30
31
79-33-46
SANDY FAT CLAY (CH), red brown, moist, stiff to very stiff, micaceous
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff
Boring Terminated at 10 Feet
4.0
10.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-8
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-12
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0355° Longitude: -78.4816°GRAPHIC LOGDEPTH SAMPLE TYPE
3-3-3-4
N=6
4-6-10-15
N=16
16-20-20-22
N=40
19-18-18-15
N=36
14-14-13-14
N=27
SANDY FAT CLAY (CH), red brown, moist, medium stiff to very stiff
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, medium dense to dense
Boring Terminated at 10 Feet
4.0
10.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-9
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-13
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0356° Longitude: -78.4809°GRAPHIC LOGDEPTH SAMPLE TYPE
14-11-13-15
N=24
18-22-23-23
N=45
20-21-16-20
N=37
15-13-10-11
N=23
11-10-9-10
N=19
64
29
24
28
58-33-25
SANDY ELASTIC SILT (MH), fine to medium grained, red brown, moist, very stiff to
hard, micaceous
Boring Terminated at 10 Feet
10.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-10
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-14
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0348° Longitude: -78.4803°GRAPHIC LOGDEPTH SAMPLE TYPE
7-4-4-5
N=8
6-7-8-8
N=15
10-10-9-10
N=19
6-7-7-10
N=14
9-8-9-10
N=17
SANDY ELASTIC SILT (MH), fine grained, brown to olive gray, moist, stiff to very
stiff, micaceous
Boring Terminated at 10 Feet
10.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-11
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-15
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0343° Longitude: -78.4812°GRAPHIC LOGDEPTH SAMPLE TYPE
3-3-3-3
N=6
3-4-3-4
N=7
3-4-4-5
N=8
4-4-5-5
N=9
5-4-4-5
N=8
20
21
20
20
NP
SANDY ELASTIC SILT (MH), fine to medium grained, gray brown to orange brown,
moist, medium stiff, micaceous
SILTY SAND (SM), fine to medium grained, gray brown to orange brown, moist,
loose, micaceous
Boring Terminated at 10 Feet
2.0
10.0
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/11/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTS 228 Park Avenue
Youngsville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 70195303
Drill Rig: CME 45
Boring Started: 01-22-2020
BORING LOG NO. B-12
PARICCLIENT:
Saint Louis, MO
Driller: Brundidge
Boring Completed: 01-22-2020
Exhibit:A-16
See Exhibit A-4 for description of field procedures
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Wake Energy Electric Cooperative Facility
Expansion
2401 Brentwood Rd, Ste 107
Raleigh, NC
WATER LEVEL OBSERVATIONS
No free water observed PERCENT FINESWATERCONTENT (%)ATTERBERG
LIMITS
LL-PL-PI
LOCATION See Exhibit A-2
Latitude: 36.0341° Longitude: -78.4819°GRAPHIC LOGDEPTH SAMPLE TYPE

APPENDIX B
LABORATORY TESTING

Geotechnical Engineering Report
Wake Energy Expansion ■ Youngsville, North Carolina
February 12, 2020 ■ Terracon Project No. 70195303

Responsive ■ Resourceful ■ Reliable Exhibit B-1
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 Classif ication 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 judg ment.
0
10
20
30
40
50
60
0 20 40 60 80 100CH or OHCL or OLML or OL
MH or OH"U" Line"A" Line
ATTERBERG LIMITS RESULTS
ASTM D4318
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
PROJECT NUMBER: 70195303PROJECT: Wake Energy Electric Cooperative
Facility Expansion
SITE: 228 Park Avenue
Youngsville, NC
CLIENT: PARIC
Saint Louis, MO
EXHIBIT: B-2
2401 Brentwood Rd, Ste 107
Raleigh, NC
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 70195303 PARIC EXPANSION.GPJ TERRACON_DATATEMPLATE.GDT 2/3/20B-6
B-8
B-10
B-12
LL
NP
46
25
NP
NP
33
33
NP
NP
79
58
NP
Boring ID Depth PIPL
18.5 - 20
0 - 2
2 - 4
2 - 4
SM
CH
MH
SM
SILTY SAND
SANDY FAT CLAY
SANDY ELASTIC SILT
SILTY SAND
DescriptionUSCSFines
29.3
64.7
64.5
20.3
CL-ML

APPENDIX C
SUPPORTING DOCUMENTS
Exhibit: C-1
Unconfined Compressive Strength
Qu, (psf)
500 to 1,000
2,000 to 4,000
4,000 to 8,000
1,000 to 2,000
less than 500
> 8,000
Non-plastic
Low
Medium
High
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
SAMPLINGWATER LEVELFIELD TESTSGENERAL NOTES
Over 12 in. (300 mm)
12 in. to 3 in. (300mm to 75mm)
3 in. to #4 sieve (75mm to 4.75 mm)
#4 to #200 sieve (4.75mm to 0.075mm
Passing #200 sieve (0.075mm)
Particle Size
< 5
5 - 12
> 12
Percent of
Dry Weight
Descriptive Term(s)
of other constituents
RELATIVE PROPORTIONS OF FINES
0
1 - 10
11 - 30
> 30
Plasticity Index
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Percent of
Dry Weight
Major Component
of Sample
Trace
With
Modifier
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Trace
With
Modifier
DESCRIPTIVE SOIL CLASSIFICATION
Boulders
Cobbles
Gravel
Sand
Silt or Clay
Descriptive Term(s)
of other constituents
N
(HP)
(T)
(DCP)
(PID)
(OVA)
< 15
15 - 29
> 30
Term
PLASTICITY DESCRIPTION
Water levels indicated on the soil boring
logs are the levels measured in the
borehole at the times indicated.
Groundwater level variations will occur
over time. In low permeability soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
Water Level After
a Specified Period of Time
Water Level After a
Specified Period of Time
Water Initially
Encountered
Split Spoon
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Photo-Ionization Detector
Organic Vapor Analyzer
STRENGTH TERMSStandard Penetration or
N-Value
Blows/Ft.
Descriptive Term
(Consistency)
Descriptive Term
(Density)
CONSISTENCY OF FINE-GRAINED SOILS
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
Standard Penetration or
N-Value
Blows/Ft.
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
RELATIVE DENSITY OF COARSE-GRAINED SOILS
Hard > 30
> 50 15 - 30Very Stiff
Stiff
Medium Stiff
Very Soft 0 - 1
Medium Dense
SoftLoose
Very Dense
8 - 1530 - 50Dense
4 - 810 - 29
2 - 44 - 9
Very Loose 0 - 3
Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse
fraction retained on
No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu t 4 and 1 d Cc d 3 E GW Well-graded gravel F
Cu  4 and/or 1 ! Cc ! 3 E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G, H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes
No. 4 sieve
Clean Sands:
Less than 5% fines D
Cu t 6 and 1 d Cc d 3 E SW Well-graded sand I
Cu  6 and/or 1 ! Cc ! 3 E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines Classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic: PI ! 7 and plots on or above “A” line J 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
Silts and Clays:
Liquid limit 50 or more
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,Q
Highly organic soils: 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.
C 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.
D 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
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D

F If soil contains t 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.
I If soil contains t 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 t 30% plus No. 200 predominantly sand, add “sandy”
to group name.
M If soil contains t 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI t 4 and plots on or above “A” line.
O PI  4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds[6/1/2020 11:05:10 AM]
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 ** 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 | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.405(0.373‑0.440)0.471(0.434‑0.513)0.539(0.496‑0.585)0.603(0.553‑0.654)0.668(0.610‑0.725)0.718(0.653‑0.780)0.763(0.690‑0.828)0.802(0.721‑0.873)0.846(0.754‑0.921)0.883(0.781‑0.963)
10-min 0.646(0.596‑0.703)0.753(0.694‑0.820)0.863(0.794‑0.937)0.964(0.884‑1.05)1.07(0.972‑1.16)1.14(1.04‑1.24)1.21(1.10‑1.32)1.27(1.14‑1.38)1.34(1.19‑1.46)1.39(1.23‑1.52)
15-min 0.808(0.745‑0.879)0.947(0.872‑1.03)1.09(1.00‑1.19)1.22(1.12‑1.32)1.35(1.23‑1.46)1.45(1.32‑1.57)1.53(1.39‑1.66)1.61(1.44‑1.75)1.69(1.50‑1.83)1.75(1.54‑1.90)
30-min 1.11(1.02‑1.21)1.31(1.20‑1.42)1.55(1.43‑1.68)1.77(1.62‑1.92)2.00(1.83‑2.17)2.18(1.98‑2.37)2.35(2.12‑2.55)2.50(2.24‑2.72)2.68(2.39‑2.92)2.83(2.50‑3.08)
60-min 1.38(1.27‑1.50)1.64(1.51‑1.79)1.99(1.83‑2.16)2.30(2.11‑2.50)2.66(2.43‑2.89)2.96(2.69‑3.21)3.23(2.92‑3.51)3.50(3.15‑3.81)3.85(3.43‑4.19)4.13(3.65‑4.50)
2-hr 1.62(1.48‑1.78)1.93(1.77‑2.11)2.37(2.16‑2.59)2.77(2.52‑3.02)3.24(2.93‑3.53)3.65(3.29‑3.97)4.04(3.62‑4.40)4.44(3.95‑4.83)4.96(4.36‑5.40)5.40(4.72‑5.90)
3-hr 1.72(1.57‑1.90)2.06(1.88‑2.27)2.52(2.30‑2.78)2.97(2.69‑3.26)3.51(3.17‑3.85)3.99(3.58‑4.38)4.47(3.97‑4.89)4.96(4.37‑5.43)5.61(4.90‑6.14)6.20(5.35‑6.80)
6-hr 2.06(1.88‑2.28)2.46(2.25‑2.71)3.02(2.76‑3.33)3.57(3.24‑3.92)4.24(3.83‑4.65)4.84(4.34‑5.30)5.44(4.84‑5.95)6.07(5.34‑6.62)6.91(6.01‑7.54)7.67(6.58‑8.39)
12-hr 2.43(2.23‑2.68)2.90(2.68‑3.19)3.59(3.29‑3.94)4.25(3.88‑4.66)5.09(4.62‑5.57)5.85(5.27‑6.37)6.61(5.90‑7.19)7.44(6.56‑8.07)8.56(7.43‑9.30)9.59(8.19‑10.4)
24-hr 2.87(2.69‑3.09)3.47(3.24‑3.73)4.34(4.06‑4.66)5.03(4.68‑5.39)5.96(5.54‑6.39)6.70(6.20‑7.18)7.45(6.88‑8.00)8.22(7.57‑8.84)9.28(8.51‑9.98)10.1(9.23‑10.9)
2-day 3.34(3.12‑3.58)4.02(3.76‑4.31)4.99(4.66‑5.35)5.75(5.36‑6.16)6.77(6.29‑7.26)7.57(7.02‑8.12)8.39(7.75‑9.01)9.23(8.50‑9.92)10.4(9.50‑11.2)11.3(10.3‑12.2)
3-day 3.54(3.31‑3.79)4.25(3.98‑4.55)5.25(4.91‑5.62)6.04(5.64‑6.46)7.10(6.61‑7.60)7.95(7.37‑8.51)8.80(8.14‑9.43)9.69(8.92‑10.4)10.9(9.97‑11.7)11.8(10.8‑12.7)
4-day 3.73(3.50‑3.99)4.48(4.19‑4.78)5.51(5.16‑5.88)6.33(5.91‑6.76)7.44(6.93‑7.95)8.32(7.73‑8.90)9.22(8.53‑9.86)10.1(9.35‑10.9)11.4(10.5‑12.2)12.4(11.3‑13.3)
7-day 4.33(4.06‑4.62)5.16(4.85‑5.51)6.28(5.89‑6.70)7.16(6.71‑7.65)8.37(7.81‑8.94)9.33(8.68‑9.96)10.3(9.56‑11.0)11.3(10.5‑12.1)12.7(11.7‑13.6)13.8(12.6‑14.8)
10-day 4.92(4.62‑5.25)5.85(5.50‑6.24)7.04(6.60‑7.49)7.96(7.46‑8.48)9.21(8.61‑9.81)10.2(9.50‑10.9)11.2(10.4‑11.9)12.2(11.3‑13.0)13.5(12.5‑14.5)14.6(13.4‑15.7)
20-day 6.60(6.22‑7.00)7.79(7.34‑8.26)9.19(8.66‑9.76)10.3(9.71‑10.9)11.8(11.1‑12.6)13.0(12.2‑13.8)14.2(13.3‑15.1)15.5(14.4‑16.5)17.1(15.8‑18.3)18.4(17.0‑19.7)
30-day 8.19(7.74‑8.67)9.63(9.10‑10.2)11.2(10.6‑11.8)12.4(11.7‑13.1)14.0(13.2‑14.8)15.2(14.3‑16.2)16.5(15.4‑17.5)17.7(16.5‑18.8)19.3(18.0‑20.6)20.6(19.1‑21.9)
45-day 10.4(9.91‑11.0)12.2(11.6‑12.8)14.0(13.2‑14.7)15.3(14.5‑16.1)17.1(16.2‑18.0)18.4(17.4‑19.4)19.8(18.6‑20.9)21.1(19.8‑22.3)22.8(21.3‑24.1)24.1(22.5‑25.5)
60-day 12.5(11.9‑13.1)14.6(13.9‑15.3)16.5(15.7‑17.3)17.9(17.1‑18.8)19.8(18.8‑20.8)21.2(20.1‑22.3)22.6(21.4‑23.8)23.9(22.6‑25.2)25.6(24.1‑27.1)26.9(25.3‑28.5)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for agiven 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
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds[6/1/2020 11:05:10 AM]
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
Back to Top
Maps & aerials
Small scale terrain
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds[6/1/2020 11:05:10 AM]
Large scale terrain
Large scale map
Large scale aerial
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+
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100km
60mi
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds[6/1/2020 11:05:10 AM]
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US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: [e-mail]
Disclaimer
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Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds[6/1/2020 11:06:15 AM]
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 ** 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 | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.86(4.48‑5.28)5.65(5.21‑6.16)6.47(5.95‑7.02)7.24(6.64‑7.85)8.02(7.32‑8.70)8.62(7.84‑9.36)9.16(8.28‑9.94)9.62(8.65‑10.5)10.2(9.05‑11.1)10.6(9.37‑11.6)
10-min 3.88(3.58‑4.22)4.52(4.16‑4.92)5.18(4.76‑5.62)5.78(5.30‑6.28)6.39(5.83‑6.93)6.86(6.23‑7.45)7.28(6.58‑7.90)7.63(6.85‑8.30)8.03(7.16‑8.74)8.35(7.38‑9.10)
15-min 3.23(2.98‑3.52)3.79(3.49‑4.12)4.36(4.02‑4.74)4.88(4.47‑5.29)5.40(4.93‑5.86)5.79(5.26‑6.29)6.13(5.54‑6.65)6.42(5.76‑6.98)6.74(6.00‑7.33)6.98(6.18‑7.62)
30-min 2.22(2.04‑2.41)2.62(2.41‑2.85)3.10(2.85‑3.37)3.53(3.24‑3.84)4.00(3.65‑4.34)4.36(3.96‑4.74)4.70(4.25‑5.10)5.00(4.49‑5.44)5.36(4.78‑5.84)5.66(5.00‑6.17)
60-min 1.38(1.27‑1.50)1.64(1.51‑1.79)1.99(1.83‑2.16)2.30(2.11‑2.50)2.66(2.43‑2.89)2.96(2.69‑3.21)3.23(2.92‑3.51)3.50(3.15‑3.81)3.85(3.43‑4.19)4.13(3.65‑4.50)
2-hr 0.810(0.741‑0.888)0.967(0.886‑1.06)1.18(1.08‑1.29)1.38(1.26‑1.51)1.62(1.47‑1.76)1.83(1.64‑1.99)2.02(1.81‑2.20)2.22(1.97‑2.42)2.48(2.18‑2.70)2.70(2.36‑2.95)
3-hr 0.573(0.523‑0.633)0.684(0.626‑0.754)0.839(0.765‑0.925)0.988(0.897‑1.09)1.17(1.06‑1.28)1.33(1.19‑1.46)1.49(1.32‑1.63)1.65(1.46‑1.81)1.87(1.63‑2.05)2.06(1.78‑2.26)
6-hr 0.344(0.314‑0.381)0.411(0.376‑0.453)0.505(0.460‑0.557)0.595(0.542‑0.655)0.708(0.640‑0.776)0.808(0.725‑0.885)0.908(0.808‑0.994)1.01(0.892‑1.11)1.15(1.00‑1.26)1.28(1.10‑1.40)
12-hr 0.202(0.185‑0.222)0.241(0.222‑0.265)0.298(0.273‑0.327)0.353(0.322‑0.386)0.422(0.384‑0.462)0.485(0.437‑0.528)0.549(0.489‑0.597)0.617(0.544‑0.670)0.711(0.617‑0.772)0.796(0.680‑0.865)
24-hr 0.120(0.112‑0.129)0.145(0.135‑0.155)0.181(0.169‑0.194)0.210(0.195‑0.225)0.248(0.231‑0.266)0.279(0.258‑0.299)0.310(0.287‑0.333)0.343(0.315‑0.368)0.387(0.355‑0.416)0.422(0.385‑0.454)
2-day 0.070(0.065‑0.075)0.084(0.078‑0.090)0.104(0.097‑0.111)0.120(0.112‑0.128)0.141(0.131‑0.151)0.158(0.146‑0.169)0.175(0.161‑0.188)0.192(0.177‑0.207)0.216(0.198‑0.233)0.235(0.214‑0.253)
3-day 0.049(0.046‑0.053)0.059(0.055‑0.063)0.073(0.068‑0.078)0.084(0.078‑0.090)0.099(0.092‑0.106)0.110(0.102‑0.118)0.122(0.113‑0.131)0.135(0.124‑0.144)0.151(0.139‑0.163)0.164(0.150‑0.177)
4-day 0.039(0.036‑0.042)0.047(0.044‑0.050)0.057(0.054‑0.061)0.066(0.062‑0.070)0.077(0.072‑0.083)0.087(0.080‑0.093)0.096(0.089‑0.103)0.106(0.097‑0.113)0.119(0.109‑0.127)0.129(0.118‑0.139)
7-day 0.026(0.024‑0.028)0.031(0.029‑0.033)0.037(0.035‑0.040)0.043(0.040‑0.046)0.050(0.046‑0.053)0.056(0.052‑0.059)0.061(0.057‑0.066)0.067(0.062‑0.072)0.075(0.069‑0.081)0.082(0.075‑0.088)
10-day 0.021(0.019‑0.022)0.024(0.023‑0.026)0.029(0.028‑0.031)0.033(0.031‑0.035)0.038(0.036‑0.041)0.042(0.040‑0.045)0.047(0.043‑0.050)0.051(0.047‑0.054)0.056(0.052‑0.061)0.061(0.056‑0.065)
20-day 0.014(0.013‑0.015)0.016(0.015‑0.017)0.019(0.018‑0.020)0.021(0.020‑0.023)0.025(0.023‑0.026)0.027(0.025‑0.029)0.030(0.028‑0.032)0.032(0.030‑0.034)0.036(0.033‑0.038)0.038(0.035‑0.041)
30-day 0.011(0.011‑0.012)0.013(0.013‑0.014)0.016(0.015‑0.016)0.017(0.016‑0.018)0.019(0.018‑0.021)0.021(0.020‑0.022)0.023(0.021‑0.024)0.025(0.023‑0.026)0.027(0.025‑0.029)0.029(0.026‑0.030)
45-day 0.010(0.009‑0.010)0.011(0.011‑0.012)0.013(0.012‑0.014)0.014(0.013‑0.015)0.016(0.015‑0.017)0.017(0.016‑0.018)0.018(0.017‑0.019)0.020(0.018‑0.021)0.021(0.020‑0.022)0.022(0.021‑0.024)
60-day 0.009(0.008‑0.009)0.010(0.010‑0.011)0.011(0.011‑0.012)0.012(0.012‑0.013)0.014(0.013‑0.014)0.015(0.014‑0.016)0.016(0.015‑0.017)0.017(0.016‑0.018)0.018(0.017‑0.019)0.019(0.018‑0.020)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for agiven 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
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds[6/1/2020 11:06:15 AM]
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
Back to Top
Maps & aerials
Small scale terrain
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds[6/1/2020 11:06:15 AM]
Large scale terrain
Large scale map
Large scale aerial
+
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3km
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+
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100km
60mi
+
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100km
60mi
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds[6/1/2020 11:06:15 AM]
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US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: [e-mail]
Disclaimer
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