Addington Crossing Subdivision - 2017-08-11-O&M Signed Sheet

Operation & Maintenance Agreement
Project Name:
Project Location:
Addington Crossing
5416 Hudson Church Road
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & corresponding O&
Bioretention Cell Quantity:
Dry Detention Basin Quantity:
Grassed Swale Quantity:
Green Roof Quantity:
Infiltration Basin Quantity:
Infiltration Trench Quantity:
Level Spreader/VFS Quantity:
Permeable Pavement Quantity:
Proprietary System Quantity:
Rainwater Harvesting Quantity:
Sand Filter Quantity:
Stormwater Wetland Quantity:
Wet Detention Basin Quantity:
Disconnected Impervious Area Present
User Defined BMP Present: :WN,
4
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
* Responsible Party
Title & Organization,
Street address.
City, state, zip:
Phone number(s):
Email:
Signature: I Date: Z 7,
/Y/OA) ,aNotary Public for the State o�ff � Na2i�ii C/"OIIu1,4
County of J�fif p!—k i io y/o Cc'f (/ , do hearby certify that (yLl 41t)J d A V S 0,4)
personally appeared before me this 97 day of �(ANt .2o! i and
acknowledge the due execution of they Op�errgons and Ma/i9tenance Aciregi nt.
Witness m iaW and official seal, —/�
�YAYY6iae. b
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01 P, 2 s
pOMMIS9�Ee PIPES z.
PU500 J?
FNBLj \� My commission expires
STORM -EZ 6/2612017
Version 1.4 O&M Manual Page 1 of 3

ENVIRONMENTAL• GEOTECHNICAL
BUILDING SCIENCES • MATERIALS TESTING
July 21, 2017
Mr. Robert Cash, P.E.
Cardno
9800 Southern Pines Blvd. Suite I
Charlotte, INC 28273
7606 Whitehall Executive Center Drive, Suite 800
Charlotte, NC 28273
[phone] www.atcgroupservices.com
RE: Report of Seasonal High Water Table Evaluation
Potter Road Site
Wesley Chapel, North Carolina
Dear Mr. Cash:
Based on ATC's review of the Preliminary Geotechnical Report prepared by others and dated February 10,
2016, our review of the area topographical map, and our experience in the Piedmont area of North
Carolina, we provide the below Estimated Seasonal Water Table Elevations for the proposed Detention
Ponds planned for the site.
Detention Pond Location
Estimated Seasonal High Groundwater Elevation, ft.
Bio -retention Basin #1 (TP -4)
608
Blo-retention Basin #2 (TP -3)
585
Bio -retention Basin #3 (TP -2)
580
Bio -retention Basin #4 (TP -1)
580
If a "Final Geotechnical Report' is prepared for the site, we recommend the installation of temporary
monitoring wells in the area of the proposed detention ponds in order to verify the elevations provided
herein.
Respectfully Submitted,
ATC Associates of N.C., P.C.
Joseph G.Schold, P.E.
Principal Geotechnical Engineer
Reg. NC No. 21736
[e-mail]

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DRY DETENTION BASIN #1
FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
8-10% FINES (SILT AND CLAY)
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
* CONTRACTOR TO ENSURE MIX HAS A P -INDEX
BETWEEN 10 AND 30.
* CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE).
RIP RAP BERM
BOTTOM ELEVATION d50=6", CLASS B 3,
OF PRETREATMENT ELEV. 616.00
FOREBAY CLEAN OUT PIPE TO
--- ---- BE CAPPED ---------- 100 YR. STORM ELEVATION: 616.33
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
__________ _______________ __ ___ ___________------- 50 YR. ST ORMELEVATION:616.20_________
_ _ _ 25 YR. ORM ELEVATION: 616.04
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — _y — — — — — — — — — — — — — — — — —
----------------------- ----- — 10 YR. STORM ELEVATION_ 615.76 -
- — — — — — — — — — — — — — — — — — — —
-----------4--------------- — — — — —WATERQUALITYDETENTIONELEVATION:614.93 — — — —
i _ SURFACE ELEVATION: 614.00
------------
SHWT ELEVATION: 608
4" PERFORATED UNDERDRAIN @ 0.50%�
AASHTO M288 CLASS 2 NON -WOVEN
GEOTEXTILE FILTER FABRIC
8" OF WASHED STONE
UNDERDRAIN OUTLET
TO CONNECT
INTO STRUCTURE'
INV = 610.83
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NOT TO SCALE
WEIR EL.= 614.93
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TOP OF EMERGENCY
SPILLWAY
ELEV = 616.00
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL \
STRUCTURE SEE DETAIL
THIS SHEET -
WEIR ON ALL FOUR (4)
SIDES
KEY RIP RAP MINIMUM
DEPTH OF 2'
'1 0
4" PVC
INV. IN=610.83
UNDERDRAIN TIE-IN
4.0'
4.0'
O� OP \
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MANHOLEFRAME
AND LID TO BE
PLACED DIRECTLY
OVER STAIRS o
ELEVATED TOP
P -�
614.93 /
1\0
oQ
Op'P\
NOTE:
1. CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES.
(REFER TO PLAN SHEET FOR SIZE AND LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
INV = 610.83
NOTES
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
NOT TO SCALE
617.20
SEEPAGE COLLAR
24" RCP
INV. OUT=610.58
LEGEND
ium
PROPERTY LINE
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— — — — — — —
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033448
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ROBERT L. CASH, P.E.
NC LICENSE No. 033448
DATE 107/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 1 DETAIL
SHEET NUMBER
C-509

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— — — — — — —
SETBACK
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� �c'QpS� �/l I � / EDGE OF PAVEMENT (EP)
r0000 CENTER LINE OF PAVEMENT
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li SANITARY SEWER EASEMENT
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CREEK
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STRUCTURE 53
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599 1
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RDRAIN TIE -$N
FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
RIP RAP BERM
d50=6" CLASS B
SC250 LINER
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
8-10% FINES (SILT AND CLAY)
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
* CONTRACTOR TO ENSURE MIX HAS A P -INDEX
BETWEEN 10 AND 30.
* CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE).
BOTTOM ELEVATION ELEV. 595.00 3'
OF PRETREATMENT
FOREBAY CLEAN OUT PIPE TO
ELEV. 593.00 BE CAPPED 100 YR. STORM ELEVATION: 595.62
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 5 — — — — — — — — — — — — — — — — — — —
_______________ _ 50YR.STORMELEVATION:595.44
���----------------------- --- --------------------- 25 YR. STORM ELEVATION: 595.26---------
______ —_7_b4_R._�'ai�1Gf�CE4_A7fOf�_535.bf—_—_—_—_—_----
RO WATER QUALITY DETENTION ELEVATION: 594.03
%4110y Cti---- —
SURFACE ELEVATION: 593.00
— — — — — — —
WEIR EL.= 594.03
r-
D• D
'• fOT:'OF PIPt ,•
_ D ► ELEV = 691.50
• D ►
• 36R' • i
TOP OF BOX
ELEV. 597.03
TOP OF BERM
ELEV = 598.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 597.00
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET - WEIR ON
ALL FOUR (4) SIDES
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTE:
1. CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES.
(REFER TO PLAN SHEET FOR SIZE AND LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
NOT TO SCALE
N
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www.nc811.or9
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— — — — — — — — — — — — — --
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FITT ELEVATION:
8" OF WASHED STONE INV = 589.83
NOTES
4' PERFORATED UNDERDRAIN @ 0.50% UNDERDRAIN OUTLET 1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
GEOTEXTILE FILTER FABRIC INTO STRUCTURE 2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INV = 589.83
INFILTRATION RATE IS AT LEAST 1 IN/R.
BIORETENTION POND #2 CROSS SECTION 0 10 20 40
NOT TO SCALE
1 INCH = 20 FEET
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033448
•••:GINE:•' .T i
ROBERT L. CASH, P.E.
NC LICENSE No. 033448
DATE 107/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 2 DETAIL
SHEET NUMBER
C-51 0

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BIORETENTION
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FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
3'
RIP RAP BERM
BOTTOM ELEVATION d50=6", CLASS B
ELEV. 587.00
OF PRETREATMENT
FOREBAY
ELEV. 585.00
M
— — — — — — — — — — — — — — — — — — �E
--------------
\�\ SHWT ELEVATION:
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
8-10% FINES (SILT AND CLAY)
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
• CONTRACTOR TO ENSURE MIX HAS A P -INDEX
BETWEEN 10 AND 30.
• CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE). /
CLEAN OUT PIPE TO ' • t ' '•
BE CAPPED
100 YR. STORM ELEVATION: 586.96
— — — — — — — — — — — — — — — — — — — — — — TO — — — — — — 701`75T6 — — — — — — — — — — — — — — — — — •.
_YR.STORMELEVAT85 _______ ,
25 7R. -TT ORM ELEVATION: 586.73_
10 YR. STORM ELEVATION: 586.55 _
-------------- -------------------------- �n/EfFfEL.==5$575 •:
— — — — WATER QUALITY DETENTION ELEVATION: 585.63
• 11 �• P
SURFACE ELEVATION: 585.00 ► ►
aw' '• TOF'OF PIPt
. ELEV = 683.5(1
2.50'. ' ; n
1 �. : • 3�'• • i
FPER'FORA
8" OFWASHED STONETED UNDERDRAIN @ 0.50%
UNDERDRAIN OUTLET —
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT
GEOTEXTILE FILTER FABRIC INTO STRUCTURE
INV. = 581.83
BIORETENTION POND #3 CROSS SECTION
NOT TO SCALE
TOP OF BOX
ELEV. 588.75
TOP OF BERM
ELEV = 588.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 587.00
INV = 581.83
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET - WEIR ON
ALL FOUR (4) SIDES
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTES
1� r
1.0 .
/
5.75 1 0
585.75
4" PVC
INV. IN=581.83
tOP
kz ANDLE
MANHOLE FRAME
AND LID TO BE
PLACED DIRECTLY
OVER STAIRS o
ELEVATED TOP
VOQ
\�
NOTE:
1. CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES.
(REFER TO PLAN SHEET FOR SIZE AND LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
NOT TO SCALE
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
588.75
LEGEND
LEE
PROPERTY LINE
— —
RIGHT-OF-WAY (ROW)
— — — — — — —
SETBACK
O
M U
PARCEL LINE
W of o
Z O cn
CONCRETE SIDEWALK
J �
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0 CD
BACK OF CURB (FC)
DQ
O J
ujH
EDGE OF PAVEMENT (EP)
—
CENTER LINE OF PAVEMENT
W
a W
DRAINAGE EASEMENT
o
SANITARY SEWER EASEMENT
FEMA 100 YEAR FLOODPLAIN
Q
CREEK
—
POND
—
WETLANDS
- - -
STREAM BUFFER
—
CENTERLINE OF SWALE
O
ROCK FOREBAY
ROCK FOREBAY HATCH
V Z
MAJOR CONTOUR
O
MINOR CONTOUR
Cn Z
MAJOR CONTOUR
Z
MINOR CONTOUR
0627.00
SPOT ELEVATION
SEEPAGE COLLAR
30" RCP
INV. OUT=581.58
Na.
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Carolina
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033448
ROBERT L. CASH, P.E.
NC LICENSE No. 033448
DATE 07/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 3 DETAIL
SHEET NUMBER
C-51 1

H
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FLOODPLAIN / \\
86 A \\
\ \
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STRUCTURE 689
(SEE DETAIL 1�G z /
THIS
/
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\ 5
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5� BIORETENTION\" 5
POND #4 CLEANOUT
4" PVC
405
\RROP. L� Q �,y5 - ----
Us
--
s`9� SEEPAGE COLLAR
4.0'
\ HW 500 RIP RAP \ �gp \ \ IOPANDLE Q�RON O�
MANHOLE FRAME
���\ / \ AND LID TO BE -
O / \ PLACED DIRECTLY
\G'L s HW 400 5), \ OVER STAIRS
5 v
9/� 0 �S' \ \ / I* - �� \ \ \ \ \ \ \ ELEVATED TOP
%
! s8 \ o
"[� 6 RIP RAP\
1a S8j APRON / \ \ I 589.15
\ DCB 501 '\pQ
C70
\ � 590 — \ � � .. • •
\\ \ 591 O� ..
CB 502 F� .; • -c J//
36" RCP
INV.OUT=580.95
592 � �1
V �
595 _ � � � � � \ 585.98 585.98
\ sIQ - J
\ 11119` 5g3
- - v
4" PVC
INV. IN=581.8
99 UNDERDRAIN TIE-IN
6'00 \ — y94 \
61 - �C .001CB 4
\ e0 CB 505 0' ` _ \ \ NOTE:
1 CORE (REFER TO PIIAN SHGS O ET FOR IZE AND TE PROPOSED
LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
7.sVWT ELEVATION: 580.
8" OF WASHED STONE
4" PERFORATED UNDERDRAIN @ 0.50% 7UNDERDRAIN OUTLET
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT
GEOTEXTILE FILTER FABRIC INTO STRUCTURE
INV. = 581.83
BIORETENTION POND #4 CROSS SECTION
NOT TO SCALE
TOP OF BOX
ELEV. 589.15
TOP OF BERM
ELEV = 589.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 588.00
INV = 581.83
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTES
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
NOT TO SCALE
LEGEND
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RIGHT-OF-WAY (ROW)
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
8-10% FINES (SILT AND CLAY)
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
* CONTRACTOR TO ENSURE MIX HAS A P -INDEX
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
BETWEEN 10 AND 30.
*
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
—
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE).
BOTTOM ELEVATION RIP RAP BERM
DRAINAGE EASEMENT
OF PRETREATMENT d50=6", CLASS B 3
SANITARY SEWER EASEMENT
FOREBAY ELEV. 587.00 CLEAN OUT PIPE TO
FEMA 100 YEAR FLOODPLAIN
ELEV. 585.00 BE CAPPED
CREEK
—
100 YR. STORM ELEVATION: 587.69
------------------------- --- ---------------------
— — — — — — — — — — — — — — — — — — — — — — — — — — — - — — —
--------------------
— — — 50 YR. STORM ELEVATION: L---------7.38 , . •,
— — — SL— — — — — —
- - -
YR. STORM ELEVATION: 587.19 ,— L
-----------— — — — — — — — — — — — — — — -------------- -----
— — — — — — — — — — — — — — — — — — — — — — 9 — — — — — — — — — — — — — — - — —
—25 --------- — -
— — 10 YR. STORM ELEVAL.------ON: 586.94 '
— — — — — — — — — — — — — — — — — — — —
^
WATER QUALITY DETENTION ELEVATION: 585.98 WEIR EL.= 585.98
— — — — — — — — — — — — — — — — — — — r7` — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — — — — — — —
v Z
• ► �• ►• • P
•
O
SURFACE ELEVATION: 585.00 ► ►
— —
• . '• ►. TOROF BERM
01. z
► ELEV = 83.55
250'
; n
Lu Z
Q Q
U' U
J
Z Q
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Q Q Lu
v
A. ►
7.sVWT ELEVATION: 580.
8" OF WASHED STONE
4" PERFORATED UNDERDRAIN @ 0.50% 7UNDERDRAIN OUTLET
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT
GEOTEXTILE FILTER FABRIC INTO STRUCTURE
INV. = 581.83
BIORETENTION POND #4 CROSS SECTION
NOT TO SCALE
TOP OF BOX
ELEV. 589.15
TOP OF BERM
ELEV = 589.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 588.00
INV = 581.83
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTES
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
NOT TO SCALE
LEGEND
LEE
PROPERTY LINE
— —
RIGHT-OF-WAY (ROW)
— — — — — — —
SETBACK
—
ah,'
PARCEL LINE
W o
Z O
CONCRETE SIDEWALK
J
O OJ
BACK OF CURB (FC)
O Q J
U Cum
EDGE OF PAVEMENT (EP)
—
CENTER LINE OF PAVEMENT
a W
DRAINAGE EASEMENT
o
SANITARY SEWER EASEMENT
FEMA 100 YEAR FLOODPLAIN
Q
CREEK
—
POND
—
WETLANDS
- - -
STREAM BUFFER
—
CENTERLINE OF SWALE
O
ROCK FOREBAY
ROCK FOREBAY HATCH
v Z
MAJOR CONTOUR
O
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MAJOR CONTOUR
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MINOR CONTOUR
0627.00
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Na.
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033448
•
•'•;�GINE;•' .T i
ROBERT L. CASH, P.E.
INC LICENSE No. 033448
DATE 07/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 4 DETAIL
SHEET NUMBER
C-512

Ex -1 Ex -2
Ex WS Ex -2
Ex -HH
Ex HH
XCP1 Ex -PR
XCPI (new Subcat)
Subcat Reach on Link
BP -1 DR -1 DET1
(BP 2)
et 7
DET2
Det -2
P-1
�7�.IPond 2
CP3 DR -2
Culvert\\\\2J DR -2
CP1
CPI
DET3
/ Det 3
P-3 LLLCCC
Det Pond 3
BP -4
Basin T

USI Revision WS1 Detention R
Prepared by Cardno
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC
Printed
8/15/2017
Page 2
Pipe Listing
(all nodes)
Line#
Node
In -Invert
Out -Invert
Length
Slope
n
Diam/Width
Height
Inside -Fill
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1
BP -1
0.00
0.00
492.0
0.0103
0.013
36.0
0.0
0.0
2
DET1
0.00
0.00
138.0
0.0057
0.013
24.0
0.0
0.0
3
DET2
0.00
0.00
944.0
0.0200
0.013
24.0
0.0
0.0
4
DET3
0.00
0.00
586.0
0.0100
0.013
24.0
0.0
0.0
5
P-1
610.83
610.58
45.2
0.0055
0.013
24.0
0.0
0.0
6
P-2
589.83
589.33
43.8
0.0114
0.013
36.0
0.0
0.0
7
P-3
581.83
581.58
33.0
0.0076
0.013
30.0
0.0
0.0

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment BP -1: BP -1
Runoff = 26.58 cfs @ 12.27 hrs, Volume= 115,438 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 4
Subcatchment BP -1: BP -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
26:/
26.58
cfs
_�
�
�e 124�hr
y�
❑Runoff
-I
24
I
I
I
1 "- e4 Rei nfal L:5.20"
22
+
--R nq" _I_= 5.71 $-�ac
20
18
J
—1
1
L
L
q =X15.438-cf
-Ru -o - -I -
u 16
c 14
t
t
e;h=2.02"
Olov� Lin -ih-=-' ,6t4'
LL 12
L
L
L -Tc-30-01 nein
10
8:/
—-rl
rt
rt
l l l rt
6:/
t-
4
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment BP -2: BP -2
Runoff = 66.42 cfs @ 12.20 hrs, Volume= 267,721 cf, Depth= 1.64"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
Subcatchment BP -2: BP -2
Hydrograph
I
70-//66.42 cfs
65 ype 11 24 r
60 1"- ea% Riinfa11:�5.2F�"
55 - --�unof -�L a=451153-�ac
50
45 1 —Rr�ff-Volt me=2�7, 21 c
N -Run-o"e t2.�4"
40 -I1" Lin ih �,4tW
0 35
LL 30 L L 1 -Tc-52503 Min
25
20
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment BP -4: Basin T
Runoff = 3.29 cfs @ 12.14 hrs, Volume= 11,732 cf, Depth= 1.28"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unsaved Kv= 16.1 fas
18.9 1,153 Total
N
3
0
LL
0
Subcatchment BP -4: Basin T
Hydrograph
3.29 cfs
Type II 24 -hr
10 -Year Rainfall=5.20"
Runoff Area=109,957 sf
Runoff Volume=11,732 cf
Runoff Depth=1.28"
Flow Length=1,153'
Tc=18.9 min
CN=58
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment DET1: Det 1
Runoff = 14.39 cfs @ 11.98 hrs, Volume= 29,745 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
15
14
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
1lyp 1+24 -hr
13d�aK
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
Rnf�11�5.2�0"
11
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
10
1
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
R�nc ff Yolk mp =�9,745�qf �
n= 0.013
6.5 488 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET1: Det 1
Hydrograph
16
15
14
14.39
cfs
1lyp 1+24 -hr
13d�aK
Rnf�11�5.2�0"
11
rt
t
Ru1.".I. Asea` =176,424-�sf r
10
1
R�nc ff Yolk mp =�9,745�qf �
9
— — Runoff-Depth=-2.02"
LL $
- Flo�v��en�gthl=488'
6
1 rt
rt
fit-
l - - IT6=6-.� nihn r
5
I i -4 4
4
3
1
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment DET2: Det -2
Runoff = 36.26 cfs @ 12.02 hrs, Volume= 83,550 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
40
Sheet Flow, Sheet
+-r
t t Runoff
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
32 _
1 -1
-T
7
T
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
I
Shallow Concentrated Flow, Gutter
�
I_ Ru ti -off Are�4�5, 48L f
26
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
1
Runoff -Depth= -2.02'
0 201�Ow
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
14
12
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
Subcatchment DET2: Det -2
Hydrograph
40
+-r
t t Runoff
38 36.26 cfs
36 -
I -
rt
rt
-r
fi
- - - - II -24 -hr
32 _
1 -1
-T
7
T
�
yp
A(j Y��IRainfalls .216"
30 -
28
1
Z
I
L
�
I_ Ru ti -off Are�4�5, 48L f
26
Runoff olu 3 "f
24
22
1
Runoff -Depth= -2.02'
0 201�Ow
LL 18
16
- -1 - �Tc�:9� rritn
14
12
10
8-
6
4 I
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment DET3: Det 3
Runoff = 23.46 cfs @ 12.02 hrs, Volume= 56,519 cf, Depth= 2.97"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
cfs
-
-
-
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
-
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
20
19
18
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
-T
-7
T7
T7
n= 0.013
10.5 936 Total
■Runoff
Subcatchment DET3: Det 3
Hydrograph
26
2a
23
23.46
cfs
-
-
-
-
–
-
—
—IY 1124 r
2;
-
I—
-16 -furl Rahn6l l�5.26"
20
19
18
1 7
-T
-7
T7
T7
RuOD#Areap=48,""f
;6
-
t
I�
�6, f
w 15
6Y°��
Run-off-Depo- h Q.97"
0 12
_
i=1a�ven�gth96'
11
10
-
-4
J-
fc=-A 0.6 r>i+n
8
7
_
t
5
I -44
;I
4 4-
1
0
0
5 10
15
20
25
30
35 40
45
Time
50 55
(hours)
60 65 70 75 80 85 90 95
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment DR -1: DR -1
Runoff = 31.35 cfs @ 11.96 hrs, Volume= 62,093 cf, Depth= 2.97"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf)
CN Description
250,493
79 1 acre lots, 20% imp, HSG C
200,394
80.00% Pervious Area
50,099
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry,
Subcatchment
DR -1: DR -1
Hydrograph
❑Runoff
325
cfs
iy
30
28
-L
L
L
r
p� 1124hr
L26 ali�n#11��5.2��•
tI
t-
r- fj• u Are- �2.50,4"Qq�f
24
22
,8
Runoff -Depth 2.97'
�II
STC --5.6 rrin
16
LL 14
+
d1=�9
12
10
1
:11L
8
4
All
t
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment DR -2: DR -2
Runoff = 20.30 cfs @ 11.96 hrs, Volume= 40,204 cf, Depth= 2.97"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
162,192
79 1 acre lots, 20% imp, HSG C
129,754
80.00% Pervious Area
32,438
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry,
Subcatchment
DR -2: DR -2
Hydrograph
❑Runoff
2120.30
cfs -
-
-
-
1
20
Y I F24� r
19
18
-1
I
I
:EE
E 146-Y�a-I "nfi11�526
17
16
—
—1
4
4
k- RUArea�='I-$2J92-Sf
14
I
t
t
�
1�r4 �� - O, J4�cf
X 12
Runoff-De�h=2.97••
3 11
- 1
I �T-5� rWM
LL 10
9
4
--t4 C N=ft9
8
7
l -
-
-
t--
l l l -1- fi
6
-
-
-
5
4
-I ::11
1
LE:
[I I I I A a 11:
3
2
4
1
0
0 5 10
15 20 25
30
35 40
45
50
55 60 65 70 75 80 85 90 95
Time
(hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 106.30 cfs @ 12.20 hrs, Volume= 424,141 cf, Depth= 1.71"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
-1 1 -
+
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
-
= -
-
-
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
- t
4+-
I
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
I
w
0
LL
Subcatchment Ex -1: Ex WS #1
Hydrograph
106.30 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
-tya-- 11 1% 1
-1 1 -4
-
1
1 -410-Yea# "nfall=54!'
-1 1 -
+
I �u-goff-j"a=?,9T3,Q921-s#
��nolff�oi� 1-cf
gunoff e4
-
= -
-
-
I I TIlovy Lein glih=;466'
- -
-
- I
I - I -1 :I Ic�25.11"Odn
- t
4+-
I
I 1--- 7
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment Ex -2: Ex -2
Runoff = 19.08 cfs @ 12.26 hrs, Volume= 82,757 cf, Depth= 2.19"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.7
150
0.0430
0.12
Sheet Flow, Shallow
20
19
19.08
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
1
Shallow Concentrated Flow, Shallow
18
17
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
j
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
1 "`.I' ea` = 7
13
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
�AT
��Sf
w 12
0 19
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment Ex -2: Ex -2
Hydrograph
20
19
19.08
cfs
—1
-T
--r
-r
1
4yp� II 2 4 --hr
18
17
-46- I 6nII�J.2n
16
15
j
1 "`.I' ea` = 7
13
�AT
��Sf
w 12
0 19
fi
RunoffMeoh=2.19"
I_ _IbV1Fl Le�ngh,43'
7 /
6
��1-L
r
ia
5
4
4 4-
3
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 17.77 cfs @ 12.26 hrs, Volume= 77,837 cf, Depth= 2.19"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
19
18
17.77 cfs
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
Subcatchment Ex -HH: Ex HH
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I —4
■Runoff
19
18
17.77 cfs
—I iyp� 1124--thr
17
1615
I— Ind-�F�a�IRinfll.2�'•
14
I— RuArea�:4Z7X4�sf
13
12
Y_ I /�f
w 11
Runoff-Depfh=2.19"
10-r
0
I W Uel - EE -i 2V8
LL 7
7
-
1 1 --4-
5
5
4
1
-4
4-
11 1 I --4 4
3
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 7.61 cfs @ 11.90 hrs, Volume= 12,735 cf, Depth= 1.28"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
119,354 58 Meadow, non -grazed, HSG B
119,354 100.00% Pervious Area
Subcatchment Ex -PR: (new Subcat)
Hydrograph
8 7.61 cfs
Typ� 1124 hr
1 1 d-Y�ar IRainf�11=15.210"
6 1 I Runoff Areap119,15+sf
5 rF F -R4Y°[#"1e-2'5f
Runoff Depth=1.28"
0 4 Tc-O.rrn
U-
CN=%8
3
-1 A I L L
2
0
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 16
Summary for Pond P-1: Det Pond 1
Inflow Area = 176,424 sf, 20.00% Impervious, Inflow Depth = 2.02" for 10 -Year event
Inflow = 14.39 cfs @ 11.98 hrs, Volume= 29,745 cf
Outflow = 9.83 cfs @ 12.05 hrs, Volume= 25,995 cf, Atten= 32%, Lag= 3.9 min
Primary = 9.83 cfs @ 12.05 hrs, Volume= 25,995 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 615.76' @ 12.05 hrs Surf.Area= 5,478 sf Storage= 7,874 cf
Plug -Flow detention time= 97.4 min calculated for 25,995 cf (87% of inflow)
Center -of -Mass det. time= 35.7 min ( 883.4 - 847.7 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=9.82 cfs @ 12.05 hrs HW=615.76' (Free Discharge)
L1=Culvert (Passes 9.82 cfs of 29.97 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 9.82 cfs @ 2.98 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=614.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R
Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno
Printed
8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC
Page 17
Pond P-1: Det
Pond 1
Hydrograph
T
T 1— _J
14.39 cfs
■ Inflow
outflow
_
Incl" 4re�=i 76i 44t4�f
IN Primary
16 /
f
■ Secondary
15 /
I —Pe-Ok 11-I0"64 5.716'
14 /
13
Storagin=7,$74 f
/
12
11 / 9.83 cfs
_
4 11
10 /
9
-4
-k
1 -
1 1-1 A 4-
.44 /
LL /
X
4- 1
1 I
7 /
6 /
L L
5
-
—
—
3 /
2
0.00 cfs
0
0 5 10 15 20 25
30 35 40
45 50 55 60
65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 18
Summary for Pond P-2: Det Pond 2
Inflow Area = 495,548 sf, 20.00% Impervious, Inflow Depth = 2.02" for 10 -Year event
Inflow = 36.26 cfs @ 12.02 hrs, Volume= 83,550 cf
Outflow = 31.97 cfs @ 12.06 hrs, Volume= 77,724 cf, Atten= 12%, Lag= 2.6 min
Primary = 31.97 cfs @ 12.06 hrs, Volume= 77,724 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.01' @ 12.06 hrs Surf.Area= 9,300 sf Storage= 13,406 cf
Plug -Flow detention time= 56.6 min calculated for 77,716 cf (93% of inflow)
Center -of -Mass det. time= 19.1 min ( 869.4 - 850.3 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=31.94 cfs @ 12.06 hrs HW=595.01' (Free Discharge)
LrCulvert (Passes 31.94 cfs of 65.32 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 31.94 cfs @ 3.25 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 19
Pond P-2: Det Pond 2
Hydrograph
fi l -F I-� t t- l I n t
36.26 cfs
40
;
Inflow Are6=496,548 4
38/
36
31.97 cfs f
- Peak Elev=595.01' {
32
/
_Storage=13,4o6f
28
i
11� + 4- 11 - 1
26
/
y 24
v 2220
/
/
fi
fi i
LL18
/
1
16
14
/
/
111
4--
11--1 4- 11 - 1
12
/
10II
rt
rt lI rt 1
i ,ice%ziiiiiiiiM,00iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiM.WN=11MMMI,
LInflow
ary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 20
Summary for Pond P-3: Det Pond 3
Inflow Area = 228,009 sf, 20.00% Impervious, Inflow Depth = 2.97" for 10 -Year event
Inflow = 23.46 cfs @ 12.02 hrs, Volume= 56,519 cf
Outflow = 18.88 cfs @ 12.08 hrs, Volume= 50,081 cf, Atten= 20%, Lag= 3.7 min
Primary = 18.88 cfs @ 12.08 hrs, Volume= 50,081 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.55' @ 12.08 hrs Surf.Area= 10,463 sf Storage= 14,314 cf
Plug -Flow detention time= 91.6 min calculated for 50,076 cf (89% of inflow)
Center -of -Mass det. time= 35.2 min ( 859.0 - 823.8 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=18.86 cfs @ 12.08 hrs HW=586.55' (Free Discharge)
L1=Culvert (Passes 18.86 cfs of 44.05 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 18.86 cfs @ 2.94 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 21
EMI
LInflow
ary
Pond P-3: Det Pond 3
Hydrograph
T7
T T T T
/
23.46 cfs
Inflow Area=228,069 sf
26
24/
T
T
Peak Elev=586.55'
22
/
18.88 cfs
Storage 14,314 cf
20
—
18
/
T
T
I T
T T 1-1 T T
/
H
T 1-1-1
4--1
1
X14
/
1
1 1
1 1 1
1 1 1I
_012
LL 10
/
8:/
6/
1 1 1
1 1 1 1 1 1
EMI
LInflow
ary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 22
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 1.94" for 10 -Year event
Inflow = 140.15 cfs @ 12.11 hrs, Volume= 639,256 cf
Primary = 140.15 cfs @ 12.11 hrs, Volume= 639,256 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 23
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 1.85" for 10 -Year event
Inflow = 119.25 cfs @ 12.15 hrs, Volume= 548,970 cf
Primary = 119.25 cfs @ 12.15 hrs, Volume= 548,970 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 24
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 1.82" for 10 -Year event
Inflow = 142.07 cfs @ 12.22 hrs, Volume= 584,735 cf
Primary = 142.07 cfs @ 12.22 hrs, Volume= 584,735 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment BP -1: BP -1
Runoff = 37.11 cfs @ 12.25 hrs, Volume= 158,349 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 26
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Subcatchment BP -1: BP -1
Hydrograph
1
-4
--k
Z-
4 +
❑Runoff
s$ 37.11
cfs
1
-4-4-
11 1 1 �Y� �4-hr
+
+-2
- i eaf �lnfall�.10n
32
30-1
1
t
t
t
I— 1 -4�unP"r�a=�5.17�1 8�ac
26
N 24
-
1
rt
rt
fi
n oT m 8 4�cf
1 -Rum f wh�-2.�i'•
0 20
1
1
L
L
C 1 141" L-4ng-- h--�,6�4'
LL18CWin
16
12
4-
— 1 1 1 I --t
10
8
— —
6
4
-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment BP -2: BP -2
Runoff = 97.28 cfs @ 12.20 hrs, Volume= 378,973 cf, Depth= 2.32"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
+
—
1 1 4 � I
Ype ii -24 --by
97.28 cfs
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
t
�J5= e R iinfi�all 6.��"
s0-1
75
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
■Runoff
Subcatchment BP -2: BP -2
Hydrograph
105
100-///
95
1 —t
4
+
—
1 1 4 � I
Ype ii -24 --by
97.28 cfs
90
85
-I
-tt
t
�J5= e R iinfi�all 6.��"
s0-1
75
Z
I
Z
�Mrrqff�4re�al=5.�s3 laic
65
4
1�
��ff�o�I,r3�f
3
Bunof
60
0 50
=
1 -4
+
apfh2.32'
Tiova L�n �h=%466'
LL 45
t
l
I I D jc=�2513-Min
40V-
25
20-//I—
-I
1 -4 -� 4-
15-///
10
—
—
—
5-
0
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment BP -4: Basin T
Runoff = 5.12 cfs @ 12.12 hrs, Volume= 17,251 cf, Depth= 1.88"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unsaved Kv= 16.1 fas
18.9 1,153 Total
Subcatchment BP -4: Basin T
Hydrograph
■ Runoff
5.12 cfs
5- Type II 24 -hr
25 -Year Rainfall=6.20"
4 Runoff Area=109,957 sf
Runoff Volume=17,251 cf
3 Runoff Depth=1.88"
Flow Length=1,153'
LL
Tc=18.9 min
21 1
CN=58
1A I M
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment DET1: Det 1
Runoff = 19.78 cfs @ 11.98 hrs, Volume= 40,803 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
-T T 1
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
I C�24 r
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
+-
I— 1-26 -furl "n6l l�6.20" }
17
16
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
t --l
RuA�"�'T6,424�sf14 f
155
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
::1a
I
I:E
n= 0.013
6.5 488 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET1: Det 1
Hydrograph
22
-T T 1
20
19
19.78
cfsyp
I C�24 r
18
-
4
+
+-
I— 1-26 -furl "n6l l�6.20" }
17
16
—1rt
t
t
t --l
RuA�"�'T6,424�sf14 f
155
::1a
I
I:E
YW� T"Olrlicf i
13
12
-1
—
—
— — Wunoff-Depth=
LL 1a
i=��vl4en6tri=488'
9
-
+-
I— 1 1-1 -ITc:6� rain f
8
7rt
6
rt
—
t-
-1 -1 rt - -
5
4
-
-T
T
T
17
-T T Z
3
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment DET2: Det -2
Runoff = 49.97 cfs @ 12.01 hrs, Volume= 114,609 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
0
0
49.97 cfs
1 VA
Subcatchment DET2: Det -2
Hydrograph
L L
I -T -T T 7- I
�ype IT24- r 1
25 -Yea% Riinfa11:�6.20"
Rynoff area=4P5,g481 sf
-R�nc ff Vol�me=114, Ovcf
-Ru Yof -Depths . I8"
41" L4nc�h -4,548'
I- -I -i T-p=9�3 m i n
TN
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment DET3: Det 3
Runoff = 30.21 cfs @ 12.02 hrs, Volume= 73,319 cf, Depth= 3.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
10.5 936 Total
Subcatchment DET3: Det 3
Hydrograph
I
32 30.21 cfs
30-x
0 - 4yp I11--24fi r
28-/
-26 -furl Rai nW W66.2b"
266
24 ' — fZu 0o Are�2Z8,909�f
20
22-Rr�ffyol�mp -73,19-111
18 — — — — Runoff -Depth= -3.86"
0 16 = T T 1 �lawea�gt 936'
,4 TTI -fc=h0-.6 rrtin
12
8
6 I- T T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment DR -1: DR -1
Runoff = 40.22 cfs @ 11.96 hrs, Volume= 80,549 cf, Depth= 3.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
250,493
79 1 acre lots, 20% imp, HSG C
200,394
80.00% Pervious Area
50,099
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry,
Subcatchment
DR -1: DR -1
Hydrogrraaph
-
40.22
42
40
cfs■Runoff
4y p� I F�24-�h r
38
36
-
—
-
7
-T
-T
-F
F:��-�F�a�IR
inf ll�6.2 •
34
32
-t
+
RU00# Areap2�0,493td
26
rt
fi
t-
IR�n9ff-Y°l�� �04�4"!
N
V 24
�inOffeh.�
0 22
TC -5-.6r i n
LL 20
—
18
- 1
-+
I -I 1 1 --4 -+ CIN --t9
16
14
1
rt
rt
1
1 1 -t rt t r-12
10
8
-
6
4
1+
+-
i 4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment DR -2: DR -2
Runoff = 26.04 cfs @ 11.96 hrs, Volume= 52,155 cf, Depth= 3.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
162,192 79 1 acre lots, 20% imp, HSG C
129,754 80.00% Pervious Area
32,438 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -2: DR -2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
28
26 26.04
cfs
-
�—
I y IL24 r
❑Runoff
24 I
�
�
�
�
I I ��-�F�a�I R�inf�11�6.2��•
22
20-/
-
T
F
F
Run� Are�'�,'��f
18
_
9"�u2,55f
16
c 14
rt
Runoff De th=3.86"
�T
LL 12
+
5J6 r�n
10
g
(149
IT
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 153.99 cfs @ 12.20 hrs, Volume= 596,369 cf, Depth= 2.41"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
4
+
4 � � 1
ype II 24 -hr
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
--2"ear Rainfl 114.20!'
130
120 �
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
■Runoff
Subcatchment Ex -1: Ex WS #1
Hydrograph
170
153.99
160
150
cfs F
1 -4
4
+
4 � � 1
ype II 24 -hr
140
--2"ear Rainfl 114.20!'
130
120 �
1
1
1 1
F1tu�r of IA a=2,973,P9213`f
_ 10o
-I
Bu nIf f Vol1� j — _ 69J d I
Runoff-0epth- 4�
N
0 80-90-
.
TIlovy Le�ngih=�4"'
60
50
_
_
-I
I��1LI
_
I I����I I
40
30
20
10
0
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment Ex -2: Ex -2
Runoff = 26.28 cfs @ 12.24 hrs, Volume= 112,247 cf, Depth= 2.96"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
L
20.7
150
0.0430
0.12
Sheet Flow, Shallow
-2gnp"r"=4�4�31i sf
18
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
16
0 14
Shallow Concentrated Flow, Shallow
fi
-rF�lov�r
o
Ling h 3,43'
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
10
8
T
-F
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
1 1 1-1-T �N_-�0
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
+
T T-
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
Subcatchment Ex -2: Ex -2
Hydrograph
28
26
26.28
cfs
fi
ype 11 24 -hr
24
L
L
L
45 -Ty ea% RiinfaI1;�610"
22
20
-2gnp"r"=4�4�31i sf
18
L
L
I��"o-�[
fu n th 4 96 f
16
0 14
fi
-rF�lov�r
o
Ling h 3,43'
LL 12
-Tc=�305 nen
10
8
T
-F
F
1 1 1-1-T �N_-�0
4
A
+
T T-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 24.45 cfs @ 12.26 hrs, Volume= 105,575 cf, Depth= 2.96"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
Subcatchment Ex -HH: Ex HH
Hydrograph
I L
26 24.45 cfs
24-/ - —I ype 11 24r
22 25 -Yea% Riinfa11:�6.20"
20 Rgngff �r"=4?7,�2Ai of
18
N 16 �� 5,�47c-itf
w -Rind epth=2. 6
3
14 L L -0I" Length=4,2�8'
0
LL 12
Tc731A rein
10
-170
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 11.40 cfs @ 11.90 hrs, Volume= 18,725 cf, Depth= 1.88"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
119,354 58 Meadow, non -grazed, HSG B
119,354 100.00% Pervious Area
Subcatchment Ex -PR: (new Subcat)
Hydrograph
■ Runoff
12 11.40 cfs —
iy p� 1f 24--4h r
10 fi t- 1-26 Year RaMM114.210"
9 1 11 1 Fuooff Areap:l19,1541sf
8 —RffYOIi p =8, 25�f
7 Runoff Depth=1.88"
0 6 fi I— �Tc�-0- rr�n
LL 1 1 1 1 1 1 1 1 1 (dN=t8
5
4 A -i I L
3
2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 38
Summary for Pond P-1: Det Pond 1
Inflow Area = 176,424 sf, 20.00% Impervious, Inflow Depth = 2.78" for 25 -Year event
Inflow = 19.78 cfs @ 11.98 hrs, Volume= 40,803 cf
Outflow = 15.45 cfs @ 12.03 hrs, Volume= 37,052 cf, Atten= 22%, Lag= 3.2 min
Primary = 15.26 cfs @ 12.03 hrs, Volume= 37,029 cf
Secondary = 0.19 cfs @ 12.03 hrs, Volume= 24 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.04' @ 12.03 hrs Surf.Area= 5,806 sf Storage= 9,462 cf
Plug -Flow detention time= 76.0 min calculated for 37,052 cf (91 % of inflow)
Center -of -Mass det. time= 28.2 min ( 866.7 - 838.5 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=15.24 cfs @ 12.03 hrs HW=616.04' (Free Discharge)
L1=Culvert (Passes 15.24 cfs of 31.02 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 15.24 cfs @ 3.44 fps)
Secondary OutFlow Max=0.17 cfs @ 12.03 hrs HW=616.04' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 0.17 cfs @ 0.48 fps)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 39
■ Inflow
E Outflow
0 Primary
❑ Secondary
'• • Det '• •
.....
•
i i
•76,42'44f-
22
4—
' • •
J.
i
•
• • • •
- 1
I
oo
■ Inflow
E Outflow
0 Primary
❑ Secondary

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 40
Summary for Pond P-2: Det Pond 2
Inflow Area = 495,548 sf, 20.00% Impervious, Inflow Depth = 2.78" for 25 -Year event
Inflow = 49.97 cfs @ 12.01 hrs, Volume= 114,609 cf
Outflow = 45.34 cfs @ 12.05 hrs, Volume= 108,782 cf, Atten= 9%, Lag= 2.3 min
Primary = 45.34 cfs @ 12.05 hrs, Volume= 108,782 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.26' @ 12.05 hrs Surf.Area= 9,587 sf Storage= 15,719 cf
Plug -Flow detention time= 44.2 min calculated for 108,782 cf (95% of inflow)
Center -of -Mass det. time= 15.8 min ( 856.8 - 841.1 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=45.31 cfs @ 12.05 hrs HW=595.26' (Free Discharge)
LrCulvert (Passes 45.31 cfs of 67.46 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 45.31 cfs @ 3.56 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 41
Pond P-2: Det Pond 2
Hydrograph
T t I +
49.97 cfs
55
51
�I
I�
T
T
T
T
T
3!i
LL
20
I%
ill
T T T
■ Inflow
Outflow
Inflow Are6=496,548 4 lS Se onda
rY
Peak Elev=595.26'
Storage=15,719 cf
����%//////////////////////////////////////////////////////.
�I
I�
T
T
T
T
T
����%//////////////////////////////////////////////////////.

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 42
Summary for Pond P-3: Det Pond 3
Inflow Area = 228,009 sf, 20.00% Impervious, Inflow Depth = 3.86" for 25 -Year event
Inflow = 30.21 cfs @ 12.02 hrs, Volume= 73,319 cf
Outflow = 25.33 cfs @ 12.08 hrs, Volume= 66,881 cf, Atten= 16%, Lag= 3.4 min
Primary = 25.33 cfs @ 12.08 hrs, Volume= 66,881 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.73' @ 12.08 hrs Surf.Area= 10,753 sf Storage= 16,160 cf
Plug -Flow detention time= 77.4 min calculated for 66,881 cf (91 % of inflow)
Center -of -Mass det. time= 31.3 min ( 847.7 - 816.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=25.31 cfs @ 12.08 hrs HW=586.73' (Free Discharge)
L1=Culvert (Passes 25.31 cfs of 45.14 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 25.31 cfs @ 3.24 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 43
1
1
i
i
Pond P-3: Det Pond 3
Hydrograph
— i --] T L
30.21 cfs
— 1lnile m JLre�=�2 fth f
1 25.33 cfs h
i
■ Inflow
■ Outflow
■ Primary
■ Secondary
1 1 1
f
�1
L
::POk lEI$v05U.7'
1
L L
I I 1
L
I I __jSl°rape� ,Ij6"f
T
L 1-1-1
Z
L
F T T T F I S T
T
L III
Z
L
ITIS T Z ITI —T T
C
L 111
1
L
11 T L I1 1 T
T
T 111
T
TAT
T T II T T
■ Inflow
■ Outflow
■ Primary
■ Secondary
1 1 1

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 44
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 2.68" for 25 -Year event
Inflow = 199.15 cfs @ 12.09 hrs, Volume= 882,742 cf
Primary = 199.15 cfs @ 12.09 hrs, Volume= 882,742 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
220 Go ir,I
_
❑Inflow
❑ Primary
210 199.15
cfs
-
-
-
- 1
__I __ JJ__� --I
4loTV �e"= i1
200
,51-0
190--------
1-
180
170----I-1--1E:EI-1-1-
160
150
140
Imo+
k-1
1 I�+-1 1-1 I-+
130
N
V 120
1---
- rt
3 110
- -
0 100
" 90
T 1 I I
80
—
70
I
I + +-I 1 -
60
50
40
30
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 45
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 2.57" for 25 -Year event
Inflow = 170.78 cfs @ 12.14 hrs, Volume= 763,706 cf
Primary = 170.78 cfs @ 12.14 hrs, Volume= 763,706 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
L
L
190
❑Inflow
❑ Primary
180
170.78 cfs
L
L
C I I_
Inflow Area=3,569,650 sf
170
160
ILLLCIILLIIL
_
150
140
L
L
L
LI
L L L LI L
130
120
ILLLLIIILLLIIIIL
N 110-
100
L
L
0 90
"80
LSII��LIII�
70..
60 '
-
50
40
30
20
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 46
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 2.53" for 25 -Year event
Inflow = 202.92 cfs @ 12.21 hrs, Volume= 814,192 cf
Primary = 202.92 cfs @ 12.21 hrs, Volume= 814,192 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
Hydrograph
F11-1 nflow
210r2C2.92
cfs
Inflow Area=3,854,747 sf
❑ Primary
200
190
180-
170-
1rt
t
t�
1 I
t t l I
160—
150 "
T
F 7
-1 T 7 -T
140
N 130
2, 1201
+
+ -+
3 110—
"71
T"
90
80
70
+
1-1
+ 1 1-1 I-+
60 ""
50
40
30
20 "
10
0
0 5
10 15 20 25
30
35
40 45 50
55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment BP -1: BP -1
Runoff = 46.12 cfs @ 12.24 hrs, Volume= 195,033 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 48
Subcatchment BP -1: BP -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
❑Runoff
48
46
46.12 cfsl 7
-T
T
�
E
e r
44
-
- -
-+-
-
-
—HT2 —
y L —
�V� if�nfia �7.n
40
36
1
4
I— — nqf :�LNa =:T5.TI8:Fac
N 3o
_
E�r�"—O--�:t=:;5 IRLffbhf
28
0 24.42
- I t
-+
t
I— JI" Cen ih �,6t4'
LL 22
20
-
-T�"
18
t
L
C I I I
14
12
1$
_
-�t --L78
4
-I
-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment BP -2: BP -2
Runoff = 123.94 cfs @ 12.20 hrs, Volume= 475,634 cf, Depth= 2.91"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
13
12
11
10
80
80
3 70
0
LL 60
40
30
20
10 '
0
0
Subcatchment BP -2: BP -2
Hydrograph
123.94 cfs
ype 1124! hr
60-lfie-f Riin6114-41"
R1u n gff_,4rep=45.11531ac
Runoff VI o fum 4T5,%?4-I dRunoff ept .91'
*Il" Length=�,4"'
Tc=25 i3-nein
�N-I63
1 -4 4 4-
7 -T F-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
_ rt
r
ype 1124! hr
60-lfie-f Riin6114-41"
R1u n gff_,4rep=45.11531ac
Runoff VI o fum 4T5,%?4-I dRunoff ept .91'
*Il" Length=�,4"'
Tc=25 i3-nein
�N-I63
1 -4 4 4-
7 -T F-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment BP -4: Basin T
Runoff = 6.74 cfs @ 12.12 hrs, Volume= 22,138 cf, Depth= 2.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unsaved Kv= 16.1 fas
18.9 1,153 Total
Subcatchment BP -4: Basin T
Hydrograph
6.74 cfs
Type II 24 -hr
6 50 -Year Rainfall=7.01"
Runoff Area=109,957 sf 5 -Runoff Volume=22,138 cf
4 Runoff Depth=2.42"
Flow Length=1,153'
LL
3 Tc=18.9 min
CN=58
0
1'6 25 30 35 80 85 90 95
0 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment DET1: Det 1
Runoff = 24.31 cfs @ 11.98 hrs, Volume= 50,255 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
20
RuqoffArea�=tT642440
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
Runoff-Depth=3.42
- Flow thl=488'
,0 12
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
PN=08
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
6.5 488 Total
Subcatchment DET1: Det 1
Hydrograph
26
24
24.31
cfs
11t2-4 hr
22
_yp
-50-YearAalinfa11=7.011"
20
RuqoffArea�=tT642440
18
T T -R" ff-yol�ur�e-�0,�55Tcf
16
w
14
Runoff-Depth=3.42
- Flow thl=488'
,0 12
e;�
-�Tc=6-.� rain
10
PN=08
4
it
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment DET2: Det -2
Runoff = 61.54 cfs @ 12.01 hrs, Volume= 141,159 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
Subcatchment DET2: Det -2
Hydrograph
65 61.54 cfs
60 -� - -I ype 11 24 -hr
55 �I 60 -Yea% Riinfall:7.61"
50 Ry ngff fir" =A 15,;48�Sf
45
w 40 �_ 1-Rr� l `�Qxn'�"'°-e=141�59 II cf
uof-Delath�.42
0 35-///I- - -01" Lengih--1,548'
il: 30
Tcq--" min
25
20 "=168
15 4- 4
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment DET3: Det 3
Runoff = 35.73 cfs @ 12.02 hrs, Volume= 87,280 cf, Depth= 4.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
38
36
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
35.73
34
32
/-1
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
2$
-
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
-
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
I��Y°t� m�re7,80 f
w 22
n= 0.013
10.5 936 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET3: Det 3
Hydrograph
40
38
36
cfs
-Type 11 24 --hr'
35.73
34
32
/-1
1 --j
-L
-L
13d-Y�arIRAn6114.61
2$
-
fZu 0of� Ar ae =-Z8,"9�sf I
24
-
I��Y°t� m�re7,80 f
w 22
Runoff -Depth -4.59"
20
i= lo�ven- th= 96• I
LL 18
16
-fc=A 0-.6 niln I
14
12
-1
4
4
L
L
--1 4 `_fr` -79
10
8
-
4
4
I 4 I
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment DR -1: DR -1
Runoff = 47.46 cfs @ 11.96 hrs, Volume= 95,887 cf, Depth= 4.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
250,493 79 1 acre lots, 20% imp, HSG C
200,394 80.00% Pervious Area
50,099 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -1: DR -1
Hydrograph
❑ Runoff
50 47.46 cfs iyp� 1h`24 -hr
45
56 -Year -I RArII6114.01"
40
Runoff Area=250,4934sf
35 R n ff Yo1unj5,Q"7+cf
30 Runoff Depth=4.59"
0 25�TC�-5 rrn
LL20 T -r r bN-=- 9
15 7
T 7-
101
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment DR -2: DR -2
Runoff = 30.73 cfs @ 11.96 hrs, Volume= 62,086 cf, Depth= 4.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
162,192 79 1 acre lots, 20% imp, HSG C
129,754 80.00% Pervious Area
32,438 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -2: DR -2
Hydrograph
32
301
28
30.73
cfs {
– — — —
yp II 24 -hr
IJy(j-�F�IRinf117.0..
26-
24Z
J
I
L
Lu
p o' I' Area�--Tq2,TWL f
20
rt
rt
-r
1 � ��� 2'7 f
y
18
0
-f
t
=4.5�
Runoff -Depth --4.5-9"
�
16
FL
14
T 5. rr�in
N
C=9
12
10
A
I
L
L
I I I A -L I L
8
6t
—1
T
T
F
I— 1 —1 7 7 7 T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 195.05 cfs @ 12.20 hrs, Volume= 745,495 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
cfs
I -4
4
-
+
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
■Runoff
Subcatchment Ex -1: Ex WS #1
Hydrograph
210
210
4-
195.05
200
190
cfs
I -4
4
-
+
— 4� I
ype 1124 �,-
fi
l
AO�e� Reiinf�114.6 r'
180
160
�
1:
:EF
u jofflA-a=2,9'73,"21-sf
150
140
1301/
-
-Ru7o me=745,495 -ef
Runoff De���+{{.,�.�fi'
120
-
v /
0 100
=
-I
-4TIlov�
Ldngih= 466'
LL go-,
-
jc=2513-M n
80
60
-
I�1
1
E E
I I ISI :E
40
- 4-
30-///
20
—
—
—
10-
0
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment Ex -2: Ex -2
Runoff = 32.36 cfs @ 12.24 hrs, Volume= 137,310 cf, Depth= 3.63"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.7
150
0.0430
0.12
28
26
Sheet Flow, Shallow
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
�
Shallow Concentrated Flow, Shallow
�
I�I� Rff Iu doff De ' th=3.��f
3
zo
18-I—
o
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
-L
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
12
10O
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
— — —1 — —4
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
Subcatchment Ex -2: Ex -2
Hydrograph
34
32
32.36
cfs
-t
-
t
t
1
fi fi
y{1e W24 ---hr
30
66=1%f
ea�% Ri i n#fa 11:4.'F
�$•'
28
26
fr=44,3�'f
By°�I_I_ T
`T
24
w 22-
_ �
� � �
�
�
�
I�I� Rff Iu doff De ' th=3.��f
3
zo
18-I—
o
— –0I" L4ngih=�,4A 33
LL 16
14
-L
— — —
AZ r#—In
12
10O
_ _ _ _
8
6
— — —1 — —4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 30.09 cfs @ 12.26 hrs, Volume= 129,148 cf, Depth= 3.63"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
Subcatchment Ex -HH: Ex HH
Hydrograph
I L - ❑Runoff
32 30.09 cfs
30Typle "4� r
28T- 68=1%eai' Rainfall:7.61"
26
24 'I 4 4- Rgngff �►r"=4?7,�24isf
22-////l
w
20 -Ru-no ep#h=3.6�
0 16 _i rt rt fi — F�1" Lin -h -4,2t-
u 14 T T c I3"
no
12
8
6
4 t t
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 14.69 cfs @ 11.90 hrs, Volume= 24,030 cf, Depth= 2.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN
Description
119,354 58
Meadow, non -grazed, HSG B
119,354
100.00%
Pervious
Area
Subcatchment Ex -PR: (new Subcat)
Hydrograph
16
-f4��
■Runoff
15 14.69
Cfs
i �
�
�
i
I
iyp�
14
13
-7
T
T
1i24 -hr
Ij-5�6-�Y{ a/�rlRAnffi1Q1
12
+
LF
QTTOFV
� U O tire`. =�",`4-5"f
11 _
10
n ff- Ot M =! 41 0 d
9Runoff
-
-
TT
-
De h=2.42"
�T
0$
O-.�rr�n
v. 71�
t
t t-
I --i -t (N =t8
6
4
3
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 60
Summary for Pond P-1: Det Pond 1
Inflow Area = 176,424 sf, 20.00% Impervious, Inflow Depth = 3.42" for 50 -Year event
Inflow = 24.31 cfs @ 11.98 hrs, Volume= 50,255 cf
Outflow = 20.81 cfs @ 12.02 hrs, Volume= 46,505 cf, Atten= 14%, Lag= 2.5 min
Primary = 18.62 cfs @ 12.02 hrs, Volume= 45,875 cf
Secondary = 2.19 cfs @ 12.02 hrs, Volume= 630 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.20' @ 12.02 hrs Surf.Area= 5,980 sf Storage= 10,395 cf
Plug -Flow detention time= 65.0 min calculated for 46,505 cf (93% of inflow)
Center -of -Mass det. time= 24.9 min ( 857.4 - 832.5 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=18.61 cfs @ 12.02 hrs HW=616.19' (Free Discharge)
L1=Culvert (Passes 18.61 cfs of 31.60 cfs potential flow)
L2=Custom Weir/Orifice (Orifice Controls 18.61 cfs @ 3.72 fps)
Secondary OutFlow Max=2.17 cfs @ 12.02 hrs HW=616.19' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 2.17 cfs @ 1.12 fps)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 61
Pond P-1: Det Pond 1
Hydrograph
+ �— I � 4 -
Inflow
Inflow Area=X176,414 sf
26 / 20.81 cfs Peak Elev=616.20'
24-
22 18.62 cfs Storage=10,395 cf
20
18
X16 49cfs 14
2 12T T T
10 4—II-64 i
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
O Inflow
O outflow
■ Primary
■ Secondary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 62
Summary for Pond P-2: Det Pond 2
Inflow Area = 495,548 sf, 20.00% Impervious, Inflow Depth = 3.42" for 50 -Year event
Inflow = 61.54 cfs @ 12.01 hrs, Volume= 141,159 cf
Outflow = 56.55 cfs @ 12.05 hrs, Volume= 135,333 cf, Atten= 8%, Lag= 2.1 min
Primary = 56.55 cfs @ 12.05 hrs, Volume= 135,333 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.44' @ 12.05 hrs Surf.Area= 9,799 sf Storage= 17,474 cf
Plug -Flow detention time= 37.9 min calculated for 135,318 cf (96% of inflow)
Center -of -Mass det. time= 14.4 min ( 849.4 - 835.1 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=56.48 cfs @ 12.05 hrs HW=595.44' (Free Discharge)
LrCulvert (Passes 56.48 cfs of 68.99 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 56.48 cfs @ 3.79 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 63
■ Inflow
■ Outflow
■Primary
■Secondary
Inflow Are�i=496,6�48--s-f®
•
■ -, i • i
.
I%
//////////////////////////////------//////////////////////////////////////
■ Inflow
■ Outflow
■Primary
■Secondary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 64
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.85' @ 12.07 hrs Surf.Area= 10,957 sf Storage= 17,489 cf
Plug -Flow detention time= 69.5 min calculated for 80,842 cf (93% of inflow)
Center -of -Mass det. time= 29.4 min ( 840.9 - 811.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=30.62 cfs @ 12.07 hrs HW=586.85' (Free Discharge)
L1=Culvert (Passes 30.62 cfs of 45.89 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 30.62 cfs @ 3.33 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)
Summary for Pond P-3: Det Pond 3
Inflow Area =
228,009 sf, 20.00% Impervious,
Inflow Depth = 4.59" for 50 -Year event
Inflow =
35.73 cfs @
12.02 hrs, Volume=
87,280 cf
Outflow =
30.65 cfs @
12.07 hrs, Volume=
80,842 cf, Atten= 14%, Lag= 3.2 min
Primary =
30.65 cfs @
12.07 hrs, Volume=
80,842 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.85' @ 12.07 hrs Surf.Area= 10,957 sf Storage= 17,489 cf
Plug -Flow detention time= 69.5 min calculated for 80,842 cf (93% of inflow)
Center -of -Mass det. time= 29.4 min ( 840.9 - 811.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=30.62 cfs @ 12.07 hrs HW=586.85' (Free Discharge)
L1=Culvert (Passes 30.62 cfs of 45.89 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 30.62 cfs @ 3.33 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 65
Pond P-3: Det Pond 3
Hydrograph
II � II I—I
35.73 cfs — —
4- 1
1
�
40
1-
rt
38
Peak Elev=586.85'
l�
'In
36
34
30
Rr
.65 cfs
32
30
I l rt
fi
l I-� -r t-- 1-1 -1 rt
28
26
�
�
IIS � � II � �
24
22
rt
,
3 20
;
c 18
LL 16
14
12
10
4- 1
1
�
1 r flow Area=228,009 sf
1-
rt
fi
Peak Elev=586.85'
�Stwap--IT,AO"f
fi l
I l rt
fi
l I-� -r t-- 1-1 -1 rt
III
�
�
IIS � � II � �
rt
—I T
----------------
■ Inflow
■ Outflow
D Primary
❑ Secondary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 66
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 3.31" for 50 -Year event
Inflow = 249.95 cfs @ 12.05 hrs, Volume= 1,091,320 cf
Primary = 249.95 cfs @ 12.05 hrs, Volume= 1,091,320 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 67
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 3.19" for 50 -Year event
Inflow = 213.97 cfs @ 12.14 hrs, Volume= 948,391 cf
Primary = 213.97 cfs @ 12.14 hrs, Volume= 948,391 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
Hydrograph
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
+
-
❑Inflow
220213.97
cfs
fi
fi
_ Inflow Area=3,569,650 sf
❑ Primary
210
200
III
--T 4- 4
190
180
CIIIIII
170
160
150
I�+��I
I�+��I I4
140
N
V 130
1 L L I I
3 120
-1
0 110
LL 100
—
II
II
90
70
60
50
fi
fifi
40
30
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 68
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 3.15" for 50 -Year event
Inflow = 255.38 cfs @ 12.20 hrs, Volume= 1,011,954 cf
Primary = 255.38 cfs @ 12.20 hrs, Volume= 1,011,954 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment BP -1: BP -1
Runoff = 55.85 cfs @ 12.24 hrs, Volume= 234,956 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 70
Subcatchment BP -1: BP -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I �
�
�
�
� � + +
❑Runoff
60
55
55.85 cfs
fi
ype 11 24-h r
50
1d0 -Yea% Rainfan4.66"
45
J
L
L
L F unOff �Ar�a 15.7T18Lc
40
�R�nc ff Volum=234,,9!6�cf
Runoff�epth=4.12
35
0 30
F�lov�► Lin h--'i,6t4'
" 25
I
I
I
I
I I I I I jTc�30�1 nfiin I
20
-
— - — �N�68
15
t t t
10
5
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 71
Summary for Subcatchment BP -2: BP -2
Runoff = 153.13 cfs @ 12.20 hrs, Volume= 582,036 cf, Depth= 3.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
4
-kx-010-Yeas
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment BP -2: BP -2
Hydrograph
170-
153.13
160
150-//_
cfs
—I
Type 114! hr
pe
140
-4
4
-kx-010-Yeas
130
120
_
-1
1
L
�Nnpff�mr=�g5�.�531ac
110
�, 100 /
-t
-F
T
T-
I B� � If ff�e =_ �fr„
90 3 80
TIlovy L -�h==�4�'
ng
o
LL 70
60
-
-
-4
4
-k
D jc�254 MM
—l�=63
40
30
T
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 72
Summary for Subcatchment BP -4: Basin T
Runoff = 8.53 cfs @ 12.12 hrs, Volume= 27,591 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
18.9 1,153 Total
Subcatchment BP -4: Basin T
Hydrograph
9 8.53 c01 fs
8
�yp� I 4-frr
1I46
-Y6ar Ralin&IkT8�
7 Runoff Area=109,9571sf
6 Runoff Volume=7,591 Icf
5 Run-off Depth --3.0-V'
FtwwILengt]�,=�-16
a 4
Tc=18.0 rr in
3 1 1 1 1 1 1 CIN=58
2-/
1 I I I i i
1 I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment DET1: Det 1
Runoff = 29.18 cfs @ 11.98 hrs, Volume= 60,542 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
I— Ru qo{. Area --'I76,424�sf r
22
20
n= 0.013
6.5 488 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET1: Det 1
Hydrograph
32
30
29.18
cfs
iyp�
28
26
lto�Y��rR�infll7.8"
1124-- it
24
I— Ru qo{. Area --'I76,424�sf r
22
20
I�nn1 fY�0,4 Cf
18
Runoff -Depth= -4.12"
16
_
i Iol Nie; thl=488'
LL 14
12
fi
t
f-
-JTc=6-.� rain
10
1 1 1 PN =-15-8 �
8
6 1
1 1 1
4-//
+
+
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 74
Summary for Subcatchment DET2: Det -2
Runoff = 74.00 cfs @ 12.01 hrs, Volume= 170,054 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
Sheet Flow, Sheet
I , 4 4
80
75
7 4.00
cfs
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
701zrt
65
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
Shallow Concentrated Flow, Gutter
4
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
-1
1
L
L
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
45
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
-
-T
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET2: Det -2
Hydrograph
-+t-
I , 4 4
80
75
7 4.00
cfs
-L
I
-L
L
HL241h r
701zrt
65
rt
fi
I-40 "- ea% Riin&04.8t"
4
-Ryno"r"=AM ;;A Sf
55
50
-1
1
L
L
I�t7nc "O'u'=��70 .54- cf
-Oepth=4. "
45
unof
0 4o
-
-T
T
-
41"T
�lLnh T,58'
LL 35
- T-
25
20
15
10 "
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 75
Summary for Subcatchment DET3: Det 3
Runoff = 41.54 cfs @ 12.02 hrs, Volume= 102,180 cf, Depth= 5.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
+
_ —
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
�
y eH124-hr
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
1— 1-fi6O=l�re4 RWAM14.96"
338
6
32
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
E
E7 1 ��"���I/ `r � 8�— f
w 26
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
1
-
n= 0.013
10.5 936 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET3: Det 3
Hydrograph
46
+
_ —
41.54
44
442
cfs
4
�
�
y eH124-hr
0
1— 1-fi6O=l�re4 RWAM14.96"
338
6
32
�
I
�
E
E7 1 ��"���I/ `r � 8�— f
w 26
1
-
I��luh 5f
3 22
0
-1
rt
t
fi
F v� en# tl ----936'
9
LL20I�����I—I
18
I I�c=ll0
16,
149
12
,$
_I
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 76
Summary for Subcatchment DR -1: DR -1
Runoff = 55.08 cfs @ 11.96 hrs, Volume= 112,256 cf, Depth= 5.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
250,493 79 1 acre lots, 20% imp, HSG C
200,394 80.00% Pervious Area
50,099 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -1: DR -1
Hydrograph
❑ Runoff
55
55.08 cfs
� i
wry e 124 r
50 1 100 -Yea% Riinfa11=�7.96"
45 1— Rgngff fir"=Z O,93isf
40 1 Rrnc ff Yol�mn 11256 d
F 35 Runoff epth=5.38"
0 30 T Tc�=" din
LL 25 Y (;N=179
15
10 T T T T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment DR -2: DR -2
Runoff = 35.66 cfs @ 11.96 hrs, Volume= 72,685 cf, Depth= 5.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
162,192 79 1 acre lots, 20% imp, HSG C
129,754 80.00% Pervious Area
32,438 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -2: DR -2
Hydrograph
J � � � � ■Runoff
35.66 cfs — — — — — — — — - I
36
—I
_ I-typ W24 --hr
34
32
1
h 0646ar- R,a� nf- 114.66"
30
28
24
- 1
-4
7---
--22
2 2
Runoff-Depth=5.36"
Tc -5 in
LL 18
16
_
1
4
1-
--t 4 cN=tg
14
10
8
—1
4
+
4
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 78
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 239.75 cfs @ 12.19 hrs, Volume= 909,251 cf, Depth= 3.67"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
1
1
U,
1
3
0 1
LL
1
Subcatchment Ex -1: Ex WS #1
Hydrograph
239.75 cfs
I fi -r- 1
-jype 1124! hr
L I 160 --Year RainfaII47AV
�unlo#IA"a=?,93,Q921-s#
-R n7ffVo�llme=9�9,�51__II�f
flunoff-bepth=3.6r
*Iov� Lengih= 466'
Tc=�25 ]3- n) n
-I64
1 4 4
7 -T
0 5 10 15 0 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 79
Summary for Subcatchment Ex -2: Ex -2
Runoff = 38.91 cfs @ 12.24 hrs, Volume= 164,476 cf, Depth= 4.34"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
38.91 cfs
20.7
150
0.0430
0.12
Y4 r36}
Sheet Flow, Shallow
—
fi
t
t---460--Ye4
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
L
Shallow Concentrated Flow, Shallow
I
26
--kI��476�f
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
-Runoffel2th
41ov� tin ih=3,4�3' I
20
LL '$
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
t�
-I -T�3" o f
16
1214
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment Ex -2: Ex -2
Hydrograph
40
38
38.91 cfs
Y4 r36}
34
—
fi
t
t---460--Ye4
Riin-fa11*7.96" f
3a
Z
Z
L
I
26
--kI��476�f
Vlff�j`re�=4i43'ILsf
24
3: 22
0
+
-Runoffel2th
41ov� tin ih=3,4�3' I
20
LL '$
1t
t�
-I -T�3" o f
16
1214
C 1 0 I
18
I
6
A
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 80
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 36.16 cfs @ 12.26 hrs, Volume= 154,699 cf, Depth= 4.34"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
-
ype FF24! -h r
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
L Adutea% Rlin-fan47- r
28
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
44
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff
Subcatchment Ex -HH: Ex HH
Hydrograph
40
38
36
36.16
cfs
1
-
ype FF24! -h r
34
�
32
L Adutea% Rlin-fan47- r
28
LLL
L L
L 4�_R"r"=4?7,j24Tsf
44
L
L
L
I� —Riin
o�;t=!�,��
flu noe th4 3� f
22
3 20
-
-*laver Lin ih k,268'
LL 18
14
12O
10
6
T48
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 81
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 18.32 cfs @ 11.90 hrs, Volume= 29,948 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
119,354 58 Meadow, non -grazed, HSG B
119,354 100.00% Pervious Area
Subcatchment Ex -PR: (new Subcat)
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
—� -
-
Runoff
19
18
18.32
cfs
y I I-24- h r
17
16
fit
t-
Ind Y6 — R A n6I W7.86"
15
14
- —1-rr—
Kul o Ar a p= ' 1 ", j54�Sf
12
1
1
1�
E
�r9f f- � 9' f
11
-I
11�E
Runoff Dep�#h= "
AT
010
8
O.
7
6
I
5
4
3
2
1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 82
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.33' @ 12.02 hrs Surf.Area= 6,129 sf Storage= 11,218 cf
Plug -Flow detention time= 57.0 min calculated for 56,792 cf (94% of inflow)
Center -of -Mass det. time= 22.8 min ( 849.9 - 827.1 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=20.94 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L1=Culvert (Passes 20.94 cfs of 32.09 cfs potential flow)
L2=Custom Weir/Orifice (Orifice Controls 20.94 cfs @ 4.19 fps)
Secondary OutFlow Max=4.88 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 4.88 cfs @ 1.48 fps)
Summary for Pond P-1: Det Pond 1
Inflow Area =
176,424 sf, 20.00% Impervious,
Inflow Depth = 4.12" for 100 -Year event
Inflow =
29.18 cfs @
11.98 hrs, Volume=
60,542 cf
Outflow =
25.87 cfs @
12.02 hrs, Volume=
56,792 cf, Atten= 11 %, Lag= 2.2 min
Primary =
20.96 cfs @
12.02 hrs, Volume=
54,964 cf
Secondary =
4.91 cfs @
12.02 hrs, Volume=
1,828 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.33' @ 12.02 hrs Surf.Area= 6,129 sf Storage= 11,218 cf
Plug -Flow detention time= 57.0 min calculated for 56,792 cf (94% of inflow)
Center -of -Mass det. time= 22.8 min ( 849.9 - 827.1 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=20.94 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L1=Culvert (Passes 20.94 cfs of 32.09 cfs potential flow)
L2=Custom Weir/Orifice (Orifice Controls 20.94 cfs @ 4.19 fps)
Secondary OutFlow Max=4.88 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 4.88 cfs @ 1.48 fps)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 83
Pond P-1: Det Pond 1
Hydrograph
LInflow29.18 cfs wi Idol Are '1 / 6���f Pnma
dary
32 — – —
3o j 25.87 cfs — 4-- I I —PeOk F-10" .33'
28 i - �5fo—ra—ae r -M 18 -CC -f
26
24
22
20.96
cfs
-I
I �
I
I
!
I -
y 20
/
v18
16
0
I-1
L I
I-1
T
L I
I A
T
LL 14
/
12
I -TSI
IST
10
-I-I1LI
a
4.91 cfsL
I T
=F
ITT
T
I T
T
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 84
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.62' @ 12.04 hrs Surf.Area= 10,009 sf Storage= 19,253 cf
Plug -Flow detention time= 33.3 min calculated for 164,228 cf (97% of inflow)
Center -of -Mass det. time= 13.4 min ( 843.1 - 829.7 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=68.51 cfs @ 12.04 hrs HW=595.62' (Free Discharge)
LrCulvert (Passes 68.51 cfs of 70.48 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 68.51 cfs @ 4.02 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)
Summary for Pond P-2: Det Pond 2
Inflow Area =
495,548 sf, 20.00% Impervious,
Inflow Depth = 4.12" for 100 -Year event
Inflow =
74.00 cfs @
12.01 hrs, Volume=
170,054 cf
Outflow =
68.61 cfs @
12.04 hrs, Volume=
164,228 cf, Atten= 7%, Lag= 2.0 min
Primary =
68.61 cfs @
12.04 hrs, Volume=
164,228 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.62' @ 12.04 hrs Surf.Area= 10,009 sf Storage= 19,253 cf
Plug -Flow detention time= 33.3 min calculated for 164,228 cf (97% of inflow)
Center -of -Mass det. time= 13.4 min ( 843.1 - 829.7 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=68.51 cfs @ 12.04 hrs HW=595.62' (Free Discharge)
LrCulvert (Passes 68.51 cfs of 70.48 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 68.51 cfs @ 4.02 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1—Detention R Type // 24 -hr 100- Year Rainfall= 7.86 "
Prepared • • • Printed8/15/2017
HydroCADO 10.00-19 s/n 08568 @ 2016 HydroCAD Software Solutions LLC Page 85
• 11
'
•, _ . •
. ..
• y i
1
�1
I I
1 1 1
1 �1
1 •1
1 :1 •1

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 86
Summary for Pond P-3: Det Pond 3
Inflow Area = 228,009 sf, 20.00% Impervious, Inflow Depth = 5.38" for 100 -Year event
Inflow = 41.54 cfs @ 12.02 hrs, Volume= 102,180 cf
Outflow = 36.36 cfs @ 12.07 hrs, Volume= 95,742 cf, Atten= 12%, Lag= 3.0 min
Primary = 36.36 cfs @ 12.07 hrs, Volume= 95,742 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.96' @ 12.07 hrs Surf.Area= 11,146 sf Storage= 18,749 cf
Plug -Flow detention time= 63.2 min calculated for 95,742 cf (94% of inflow)
Center -of -Mass det. time= 28.0 min ( 834.9 - 807.0 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=36.33 cfs @ 12.07 hrs HW=586.96' (Free Discharge)
L1=Culvert (Passes 36.33 cfs of 46.58 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 36.33 cfs @ 3.44 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 87
■ Inflow
E Outflow
0 Primary
❑ Secondary
Vnho'wi •
Peak • • • •
• • i •
jr
%i
-
I
j%
///////////////////////////------//////////////////////////////------
■ Inflow
E Outflow
0 Primary
❑ Secondary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 88
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 4.00" for 100 -Year event
Inflow = 305.36 cfs @ 12.05 hrs, Volume= 1,318,695 cf
Primary = 305.36 cfs @ 12.05 hrs, Volume= 1,318,695 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 89
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 3.87" for 100 -Year event
Inflow = 260.68 cfs @ 12.14 hrs, Volume= 1,150,268 cf
Primary = 260.68 cfs @ 12.14 hrs, Volume= 1,150,268 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 90
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 3.82" for 100 -Year event
Inflow = 312.43 cfs @ 12.20 hrs, Volume= 1,228,426 cf
Primary = 312.43 cfs @ 12.20 hrs, Volume= 1,228,426 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
❑ Inflow
Primary
340EI
312.43 cfs —�
—
320
Inflow Area=3,854,747 sf
300
1-
280
-I
260
AT
-L1:
TT
240
220
T
T
T
T I 7
T T T I
in 200
X180
T
T
F1
T T T F1 T
0 160
140
TTT
I
ITTTI I I IT
120
Tt�I
I
I�Tt- I I I IA
100
0
-
-4T -
6
60
4n
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

Ex -3
Ex W #3
Ex -4
Ex -4
XCP2
XCP2
Subcat Reach on Link
ODR -3 DET -4
BP -3 O
D -3
Det 4
P-4
Det Pond 4
ZCP
CP2

USI Revision WS2-Detention
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 2
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 DET -4 0.00 0.00 333.0 0.0100 0.013 24.0 0.0 0.0
2 P-4 581.83 580.95 58.8 0.0150 0.013 36.0 0.0 0.0

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment BP -3:
Runoff = 102.87 cfs @ 12.65 hrs, Volume= 737,137 cf, Depth= 1.71"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
-
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
-
Shallow Concentrated Flow, Shallow Conc
L2
Ype I41 -r
90
-
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Runoffot -77 _37 cf
Iv
w 65
0 601
0 55
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117
0.0210
8.58
231.62
Channel Flow, Ex Channel 2
4
1 1
I Ic7
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8 5,232 Total
■Runoff
Subcatchment BP -3:
Hydrograph
115
-
110
105
100
102.87
cfs
--
-
-
L2
Ype I41 -r
90
-
fi
t
1- 1
�IIU= 4�e I� Inflall .2� '
80-Fur�o#IAra--,17,71�f
75
70
1
Runoffot -77 _37 cf
Iv
w 65
0 601
0 55
Runoff epth-4.
Ti"Ling-fh=�2�2'
LL 50
45
4
1 1
I Ic7
30
20
15
10
-
- -
5
/
0
0 5 10 15 20
25
30
35 40
45 50
Time (hours)
55 60 65 70 75 80 85 90 95
■Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment DET -4: Det 4
Runoff = 40.89 cfs @ 12.04 hrs, Volume= 103,287 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
4 4- -k-
44
40
cfs
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
01
36
_
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
-
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
fi
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
24
0 22
—1 ::1
J
n= 0.013
11.7 827 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET -4: Det 4
Hydrograph
4 4- -k-
44
40
cfs
—
T
Yr
0.89
01
36
_
'W2r4-
—�l - e$f �l�ll�5.20n
3�
-
Iqngffj►re=61212sf
30
28
w 26
fi
I�� 1 °=9�387�cf
-Ru -no 2.�"
24
0 22
—1 ::1
J
I
L�
Wftz
E F�w�e�gtY�-8iT
18
14
--1-
-
-
t--_
711Q
12
10
_
6
4
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment DR -3: DR -3
Runoff = 30.75 cfs @ 11.97 hrs, Volume= 59,943 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
355,530 68 1 acre lots, 20% imp, HSG B
284,424 80.00% Pervious Area
71,106 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff
Subcatchment DR -3: DR -3
Hydrograph
34
32 30.75
30
cfs
{
—
-Yyp� II 24 -hr
_
28d-aF�a�
Rinf115.2�•
26
24
-1
1
L
L
L goOpff Area�=�5,POLf
1
1Rrq�Yo1 �"9,"f
222 0
18
R �ff�T� .ir�in
0 16
5�
LL
14
C�N=68
12
10 11 A-1
1
L
L
LI I I A -L I L
6'
I-1
-1
T
1-1-1 7 7 7 T T -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 96.35 cfs @ 12.65 hrs, Volume= 703,872 cf, Depth= 1.64"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
100
95
Sheet Flow, Sheet
-
hype 11'24 -hr
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
E I
Shallow Concentrated Flow, Shallow Conc
85
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
Shallow Concentrated Flow, Shallow
-R f o me=703, 2_I-ef
Runoff Lt.6e
F
55
o
-
-
-t
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
-rt-
l
l l l I je�8 J- �
40
30
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
-
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■ Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
105
100
95
96.35 cfs
-
hype 11'24 -hr
90
85
-1
-T
T
E I
I :AIO-.Yea-f "nf6ll:i�&&'
85
Iu1n
f . rem -1' 8 0
70
66
-R f o me=703, 2_I-ef
Runoff Lt.6e
F
55
o
-
-
-t
-+
+
-Depth
Tlovy Lein glfh=�;2k'
50
LL 45 /
-
-trt
-rt-
l
l l l I je�8 J- �
40
30
::1
Z
I�
I 11�� T IS I
25
20-//-
0
-
-
15
1
10
-
4
5-
0-,
0
5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment Ex -4: Ex -4
Runoff = 14.43 cfs @ 12.41 hrs, Volume= 91,449 cf, Depth= 1.08"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
n= 0.035 Earth, dense weeds
39.2 3,721 Total
Subcatchment Ex -4: Ex -4
Hydrograph
16-
15-/
615 14.43 cfs
144yI24 r
13 10 Y�arIRiinfill 5l&
12 -r t —Runoff- krep=1,014,""f
11
10 R7nc�f�/ol�ue--�91,49f
w 9 - Runoff -Depth= -1.08"
U
3 8 f W Le --4,7 il
LL 7
6 -tc �9� mein
5 �PN=-�5
4
3
F
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 8
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf,
20.00% Impervious,
Inflow Depth = 2.02" for 10 -Year event
Inflow =
40.89 cfs @
12.04 hrs,
Volume=
103,287 cf
Outflow =
36.74 cfs @
12.09 hrs,
Volume=
95,642 cf, Atten= 10%, Lag= 2.7 min
Primary =
36.74 cfs @
12.09 hrs,
Volume=
95,642 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.94' @ 12.09 hrs Surf.Area= 10,274 sf Storage= 16,625 cf
Plug -Flow detention time= 60.3 min calculated for 95,642 cf (93% of inflow)
Center -of -Mass det. time= 20.7 min ( 873.3 - 852.6 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=36.69 cfs @ 12.09 hrs HW=586.94' (Free Discharge)
L1=Culvert (Passes 36.69 cfs of 64.62 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 36.69 cfs @ 3.20 fps)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cal Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 9
■ Inflow
■ Outflow
■ Primary
■ Secondary
'• • Det '• •
.....
40.89 cfs
4-
•
42
1- 1 -Pe-OkIE10"50.94
40
• n •
36
34
32
30
28
24
o
18
16
12
x
///////////////////////////////////////////
//////////////////////////////////////////////////////////////////////////////
■ Inflow
■ Outflow
■ Primary
■ Secondary

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 10
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 1.75" for 10 -Year event
Inflow = 110.30 cfs @ 12.65 hrs, Volume= 892,722 cf
Primary = 110.30 cfs @ 12.65 hrs, Volume= 892,722 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
1
1 -4
-
❑ Inflow
EIPrimary
110.30
120-
115
cfs
—I
Inflow Area=6,135,229 sf
110
-
—
105
-1t
t�
I I
l t l l
100
95
90
1
+
1-1
-4+ 1 1-1
85
I
LI
I TSI I I I�
780
5
3 60
55
50
-1-4+
1 1
I���I I I�
45
40
35
30
-
-
-
- - -VIII-
20
_
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 11
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 1.55" for 10 -Year event
Inflow = 108.18 cfs @ 12.59 hrs, Volume= 795,321 cf
Primary = 108.18 cfs @ 12.59 hrs, Volume= 795,321 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP2: XCP2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I
L
L— I
I
-
F11-1 nflow
❑ Primary
1os.1s
cfs
„0
_
Inflow Area=6,174,630 sf
105
I�T��11I���
100
95
85
80
75
n 70
65
3 60
° 55
LL50—t+��I
I—f I�
45
40
II
35I
30
-
- - - II-
20
_
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment BP -3:
Runoff = 149.78 cfs @ 12.65 hrs, Volume= 1,036,461 cf, Depth= 2.41"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
-
Sheet Flow, Sheet
T
I 125--1Ye* RiainfaI14.2V'
_4
4
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
L
Shallow Concentrated Flow, Shallow Conc
Runoff Voiume 1,036,461- f
I I -Runoff- IDe�h�2.�V
-
T
T
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
7. &nji n
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117
0.0210
8.58
231.62
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8 5,232 Total
16
15
14
13
12
11
10
w
v 9
0 8
LL
Subcatchment BP -3:
Hydrograph
-f
-F
-y
T
T
ISI 111"24 -hr
-
T
I 125--1Ye* RiainfaI14.2V'
_4
4
1_ I Ru�of Ar a775,1167,W Sf
-1
L
L
L
Runoff Voiume 1,036,461- f
I I -Runoff- IDe�h�2.�V
-
T
T
I I -f 16* Length 15,Z�T
7. &nji n
==$I, 1 51
1 1
25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment DET -4: Det 4
Runoff = 56.52 cfs @ 12.04 hrs, Volume= 141,683 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
11.7 827 Total
Subcatchment DET -4: Det 4
Hydrograph
V
60 56.52 cfs
55 ype 11 24 -hr
50 25-Yeai• Riinall6."
45 Rgngff �j►re�=6�12,�121 sf
40 R n ff Yol mMpth-=2.787"141, 83 cf
35
F Rluno,
0 30 I- I— — —Flaw Length=827'
"25 Tc711jMin
20 �N 68
15
10
5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment DR -3: DR -3
Runoff = 42.17 cfs @ 11.96 hrs, Volume= 82,226 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
355,530
68 1 acre lots, 20% imp, HSG B
284,424
80.00% Pervious Area
71,106
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry, Direct
Subcatchment
DR -3: DR -3
Hydrograph
Runoff
42.17
44
42
cfs
- I
I
I
t
L
C I I I F�24-�h r
40
38
-y
- 1 A
4
+
4
I— 1-26 -furl RaWf " 114.26
36
34
t
t-�-
RUAr"�=3�5,P"f
32
30
28
- 1
rgTyo-�"2,�26-f
24
Runoff-Depth=2.7$••
22
- I 1 -
-
-
-
-
1 1 1 1 -T C56 n�M-
_0
LL 20T:T7�
18
GTN�8
16
14
-
12
10
17
-T
7
L
L
1 I71 a T -E
8
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 141.96 cfs @ 12.60 hrs, Volume= 996,367 cf, Depth= 2.32"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
I I I I
ype 1124 hr
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
I I I I
ype 1124 hr
130
--4
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
-1
Shallow Concentrated Flow, Shallow Conc
T 7-
f �
RuInD rea�l 18. r mo'
I
100
90
-
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
A
Shallow Concentrated Flow, Shallow
T L
I I -FlI" L�ngih=�2�2'
70
U- 60
1
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
4
- 4- �N 163
40
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
1 L
20
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
150141.96
140
cfs
I I I I
ype 1124 hr
130
--4
-4-
--2"ea# Rainfa114.20!'
120
110
�
-1
7
T 7-
f �
RuInD rea�l 18. r mo'
I
100
90
-
T
T
-Rrnolff- o� 9916,�7--II d1
Runoff -Depth 2.32"
w
o $° '
-�
A
T
T L
I I -FlI" L�ngih=�2�2'
70
U- 60
1
T
T T
1 1 Tc758.1tn" 1
50
4
- 4- �N 163
40
30
1 L
20
10
0
0 5 10 15 20
25
30
35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment Ex -4: Ex -4
Runoff = 23.98 cfs @ 12.41 hrs, Volume= 138,207 cf, Depth= 1.63"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
n= 0.035 Earth, dense weeds
39.2 3,721 Total
Subcatchment Ex -4: Ex -4
Hydrograph
26 23.98 cfs
24-//// Type 124 -hr
22 -//25 -Yea% Rainfa11;i6.20"
20 Runoff Arpa=1,014 GA Sf
16 Runoff Volume=1� 8�O7�I cf
16 -Rutnoff-bepth=1.63"
w -
14-
-
4 -f I" Lengih x,74-1'
3
12
10 Tc=,3%x2 n#n
l l "-5
6
1 12030 41 4 1 5 5 0 61 0 :1 90 95
❑Runoff

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 17
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf,
20.00% Impervious,
Inflow Depth = 2.78" for 25 -Year event
Inflow =
56.52 cfs @
12.04 hrs,
Volume=
141,683 cf
Outflow =
52.07 cfs @
12.08 hrs,
Volume=
134,037 cf, Atten= 8%, Lag= 2.4 min
Primary =
52.07 cfs @
12.08 hrs,
Volume=
134,037 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.19' @ 12.08 hrs Surf.Area= 10,620 sf Storage= 19,244 cf
Plug -Flow detention time= 47.0 min calculated for 134,024 cf (95% of inflow)
Center -of -Mass det. time= 17.0 min ( 860.3 - 843.3 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=52.04 cfs @ 12.08 hrs HW=587.19' (Free Discharge)
L1=Culvert (Passes 52.04 cfs of 66.83 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 52.04 cfs @ 3.60 fps)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 18
Pond P-4: Det Pond 4
Hydrograph
L
I L
56.52 cfS
■El Inflmow
'
Inflow Area=612,6'12-sf
E Outflow
❑ Se onda ry
60
52.07 cfs
Peak Elev=587.19'
55
/
—
—I Storage=19,244 cf
50
45
40
X
w 35
°
° 30
/
L L_ 11
LL
25:/
/
-1
-J-
t— I --t t
2()://
//////////////////////////////////////
iiiii%//////////////////////////////////////////////////////////////////////

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 19
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 2.45" for 25 -Year event
Inflow = 159.65 cfs @ 12.59 hrs, Volume= 1,252,724 cf
Primary = 159.65 cfs @ 12.59 hrs, Volume= 1,252,724 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I-
T
L
II
❑Inflow
170
159.65
cfs
T
T
L
Inflow Area=6,135,229
❑ Primary
160
_
sf
150
ITTTTI
1
1 T -
140
130
ITTTT
I
ITTTT I IT
120
I�Tfi�I
I�rt�l1 1 Irt
110
N 100
I�Tfi�III�T��III�
3900
80
"
I
T��I
I�TI I I IA
70
70
60
50
40�-
30
gn
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 20
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 2.20" for 25 -Year event
Inflow = 161.70 cfs @ 12.59 hrs, Volume= 1,134,573 cf
Primary = 161.70 cfs @ 12.59 hrs, Volume= 1,134,573 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
N
V
3
0
LL
Link XCP2: XCP2
Hydrograph
ii
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment BP -3:
Runoff = 190.21 cfs @ 12.65 hrs, Volume= 1,295,633 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc Length Slope
(min) (feet) (ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232 0.0200
0.15
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9
945 0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7
961 0.0135
0.81
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5
1,977 0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117 0.0210
8.58
231.62
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8
5,232 Total
Subcatchment BP -3:
Hydrograph
�
+
I
t-
I -� -� t t-
210
■Runoff
20900
190.21 cfs
I -T�
y� I12 V
180
170-'/
-
1 15&--1Ye4r Rlainfall*7.OT'
50
- - 4 4
� ea 5,167, 87-
140
-
Runoff Volme=11,2J5,I633-£#
130
k 1
w 120
unoff De h�.61"
100
-I - -
-
I Io* L n91th= 2 '
o
-
LL 90
80
l 1 rt
T
t-
l 11 I I7
60 /
J�
I�
I I I 1 1 -1 -L -L L-
50
40
-4 4-
I 1 A 4 4-
30
20
-
4
-
-
10 /
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment DET -4: Det 4
Runoff = 69.73 cfs @ 12.04 hrs, Volume= 174,505 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
75
70-,
cfs
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
65
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
J T
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
1
t
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
R�nc�ff�C�ol�m=74,505 cf
kr
w
3 40
n= 0.013
11.7 827 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff
Subcatchment DET -4: Det 4
Hydrograph
75
70-,
cfs
hype W24� r
69.73
65
60- eai• Rainfal[:4.61" �
60
55
J T
T
L
nQ
50
N 45
1
t
R�nc�ff�C�ol�m=74,505 cf
kr
w
3 40
u-off-bepth�3.�" -
Flaw-Length=8�7'
35
30
1-1
TI
T
-
n
-I c=11 j Win
25
t//
I�
_ — 8
20
15
T
T
L
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment DR -3: DR -3
Runoff = 51.78 cfs @ 11.96 hrs, Volume= 101,274 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
355,530 68 1 acre lots, 20% imp, HSG B
284,424 80.00% Pervious Area
71,106 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
N
V
3
0
LL
Subcatchment DR -3: DR -3
Hydrograph
51.78 cfs
10 W
T
_I I —i
-�y4e U 244 --hr
60=Yea% Fain-falC2�7.61-
F- T- -Rgngff Area=355,-�3�sf
-Rr� �yoh 374J2 f
ep# 4
I I Ti=S.IO n� in
I A 4 X46$
T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 182.01 cfs @ 12.59 hrs, Volume= 1,250,502 cf, Depth= 2.91"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
200
1990-
0 /
Sheet Flow, Sheet
_
� I
y 11 24-�-
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
-I
Shallow Concentrated Flow, Shallow
�
- ►r"=1� 8.�501ae
130 -:runoff
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Z
I
L: I
I- --Run�off�De�h--L2.�t'
110
a 100
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
1
200
1990-
0 /
182.01 cfs
_
� I
y 11 24-�-
160
15"=1Ye-a r Rfiainfa1W7.0V'
150
-t
-I
T
�
- ►r"=1� 8.�501ae
130 -:runoff
Rlungff,
Volume -1,250,502
120
Z
I
L: I
I- --Run�off�De�h--L2.�t'
110
a 100
I -Flog Unglth 14,2 2'
80-/
Tc=58 mm, � I63
60
-4
4
4 4-
50
40
30 �
20
-
10
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment Ex -4: Ex -4
Runoff = 32.62 cfs @ 12.41 hrs, Volume= 180,171 cf, Depth= 2.13"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
-
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
Runoffs Arga=1,014,QA8�sf
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
- lour L�ngih=�,7�1'
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
—I T
T
T
—To�� Win
n= 0.035 Earth, dense weeds
39.2 3,721 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment Ex -4: Ex -4
Hydrograph
36
T
34-32.62
32
cfs
T T
ype 1L24 --hr
-
1
-4
4 -60
--Yea% R i nfa I W7.61VI
28
26
Runoffs Arga=1,014,QA8�sf
24
22
Runoff -V f
Runoffuepth=2.13"
20
0 18--I
- lour L�ngih=�,7�1'
16
—I T
T
T
—To�� Win
12
10
— T
T
T
-' — T -T
8
6
TT
T
T T
4-//
�
—
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 50 -Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 26
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf,
20.00% Impervious,
Inflow Depth = 3.42" for 50 -Year event
Inflow =
69.73 cfs @
12.04 hrs,
Volume=
174,505 cf
Outflow =
64.80 cfs @
12.08 hrs,
Volume=
166,860 cf, Atten= 7%, Lag= 2.3 min
Primary =
64.80 cfs @
12.08 hrs,
Volume=
166,860 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.38' @ 12.08 hrs Surf.Area= 10,852 sf Storage= 21,277 cf
Plug -Flow detention time= 40.3 min calculated for 166,842 cf (96% of inflow)
Center -of -Mass det. time= 15.4 min ( 852.7 - 837.3 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=64.73 cfs @ 12.08 hrs HW=587.37' (Free Discharge)
L1=Culvert (Passes 64.73 cfs of 68.45 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 64.73 cfs @ 3.87 fps)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 27
■ Inflow
■ Outflow
■ Primary
■ Secondary
'• • �- '• •
_
1
/
1
i
1
I%
//////////////////////AO
A--////////------
1
1 1
1
1 1 .1
1 SI •1
■ Inflow
■ Outflow
■ Primary
■ Secondary

USI Revision WS2-Detention Type 1124 -hr 50 -Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 28
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 3.06" for 50 -Year event
Inflow = 202.45 cfs @ 12.59 hrs, Volume= 1,563,767 cf
Primary = 202.45 cfs @ 12.59 hrs, Volume= 1,563,767 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
Hydrograph
❑ Inflow
❑Primary
220
210
202.45 cfs
Inflow Area=6,135,229 sf
200
190
—
180
—
170
t t
160
150
140
-Z:7FI
I -1T77FI I 7 -T
N 130
120
-f
+
I
I + I I -+3
110
i—°° 100
171
T
T
F-
71 T 7 E
90
80
70
�-I
I I + I 1-1 I4
60
FOCII����
450
0
30
iu
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 50 -Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 29
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 2.78" for 50 -Year event
Inflow = 208.34 cfs @ 12.59 hrs, Volume= 1,430,673 cf
Primary = 208.34 cfs @ 12.59 hrs, Volume= 1,430,673 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP2: XCP2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
+
±
_
❑Inflow
230
220
208.34 cfs
1 Inflow
Area=
6 174 630_sf
❑ Primary
210 i
-
7
7
200
�
tt-
I I
t
I�
190
180
170
1-4
1 1
-- 4��I
�
I�
160
I
t
fiVI
I
t
t-
I I I
Irt
_1150
40
130
21 120
1
-4
-4
c 110
LL 100
-
+
-
-
-
+
-
90
80
I
-4
-4
4-
60
+
+
40
30 i
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment BP -3:
Runoff = 234.32 cfs @ 12.64 hrs, Volume= 1,580,233 cf, Depth= 3.67"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
-
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
-iy� I 41 p�.
220
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
-44
Shallow Concentrated Flow, Shallow
+
I
I-10O-Yeir Rainfall*.W'
iso
_
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Runoff Vol urne:--1,S80,233-e#
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117
0.0210
8.58
231.62
Channel Flow, Ex Channel 2
w
a 130
-4
4
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8 5,232 Total
■Runoff
Subcatchment BP -3:
Hydrograph
260
-
250
230
230
234.32 cfs
-
-iy� I 41 p�.
220
210
-
-44
+
I
I-10O-Yeir Rainfall*.W'
iso
_
170
-!'''7'7
Runoff Vol urne:--1,S80,233-e#
160
150
50
fi
�u� ff-tDe�th-".�'
w
a 130
-4
4
1- f log v Length -O -,2$T
0120
LL
-57f& min
: `T`7
1 00
90
60
50
-
-t-++
f-
11 1-+ i I-
40-
20
-
- - -
/
10
0-
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment DET -4: Det 4
Runoff = 83.96 cfs @ 12.04 hrs, Volume= 210,226 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
90
85
cfs
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
80
75
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
_
Z
Z
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
—
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
w
50
n= 0.013
11.7 827 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET -4: Det 4
Hydrograph
90
85
cfs
-�y�e ft�24 h r
83.96
80
75
-1
1
L
L
L- 1 -466 -Yea% Fiinfa11;17.9670- "
65
_
Z
Z
L
�qrrarff�j►re�=6�1212�sf
60j/
55
_
—
_Y � O,� 6�cf
11
— -Rurroepth=
w
50
.1-2
c 45
FJs�wengtY--837'
LL 40
35
rt
n*
30
p
25
20
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment DR -3: DR -3
Runoff = 62.10 cfs @ 11.96 hrs, Volume= 122,005 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
355,530 68 1 acre lots, 20% imp, HSG B
284,424 80.00% Pervious Area
71,106 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
Subcatchment DR -3: DR -3
Hydrograph
65
60
62.10
I
cfs -
-�y4e U 24 -hr
❑Runoff
55
1100 -Yea% Resin-fa11�7.86"
503O�sf
45
y 40
- R n ff of m 1 2&05 d
- I_ � of�eRth=4. "
— -Ru
335
IT5I01
0
25
20
15
+
10
5
T T F T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 225.90 cfs @ 12.59 hrs, Volume= 1,530,246 cf, Depth= 3.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
-1-
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
Z
-1-
L _
i i -, -LL
220
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
200
-
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
-
-
Shallow Concentrated Flow, Shallow
fi
M� f r = 01C61 I
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Runoff Volume=1
X50
-
1 - 4
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
250
Z
-1-
L _
i i -, -LL
220
225.90
cfs _
-t
4
+
I -+ �y� 1 �4 �
200
-
-10(PY"r R�airfall4.W'
190
180
-
-
-
-
fi
M� f r = 01C61 I
17o
-
Runoff Volume=1
X50
-
1 - 4
4
1 �u`noff-Dep h=3.�F
w 140
-
130
I
L I
I I --FlOr Lng
0 120
LL 110
100
-4
-L
�C
4 � IS I
90
80
60
t
t
t- l
1 1 1 fi 1
450
0
30
20
-
J -L 4-
/
10 10
0 0--5' 10 15 20
25
30
35 40
45 50
55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment Ex -4: Ex -4
Runoff = 42.35 cfs @ 12.38 hrs, Volume= 227,418 cf, Depth= 2.69"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
I u9offII'A" ,014 r -r
�8
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
24
0 22
41" L� gih �,7i1'
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
--4 -4�
12
10
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
n= 0.035 Earth, dense weeds
39.2 3,721 Total
Subcatchment Ex -4: Ex -4
Hydrograph
46 �
� �
■Runoff
44
42
42.35
cfs - fi
? IF24-hr
38
y�
I -400-Yea% Rainfal14.86"
36
3432
I u9offII'A" ,014 r -r
�8
I� �� � =2 7�1f
w 26
—Rano th=2
24
0 22
41" L� gih �,7i1'
`
18
18
J2 -L L — — — — -JC r iirl
16
14
--4 -4�
12
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 35
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.69' @ 12.09 hrs Surf.Area= 11,233 sf Storage= 24,710 cf
Plug -Flow detention time= 35.5 min calculated for 202,581 cf (96% of inflow)
Center -of -Mass det. time= 14.4 min ( 846.3 - 832.0 )
Volume
Invert Avail.Storage
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf, 20.00% Impervious,
Inflow Depth = 4.12" for 100 -Year event
Inflow =
83.96 cfs @
12.04 hrs, Volume=
210,226 cf
Outflow =
71.04 cfs @
12.09 hrs, Volume=
202,581 cf, Atten= 15%, Lag= 3.5 min
Primary =
71.04 cfs @
12.09 hrs, Volume=
202,581 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.69' @ 12.09 hrs Surf.Area= 11,233 sf Storage= 24,710 cf
Plug -Flow detention time= 35.5 min calculated for 202,581 cf (96% of inflow)
Center -of -Mass det. time= 14.4 min ( 846.3 - 832.0 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=71.03 cfs @ 12.09 hrs HW=587.69' (Free Discharge)
L1=Culvert (Inlet Controls 71.03 cfs @ 10.05 fps)
L2=Custom Weir/Orifice (Passes 71.03 cfs of 87.50 cfs potential flow)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type 1124 -hr 100-YearRainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD@10.00-19 s/n08568 @2016 HydroCAD Software Solutions LLC Page 36
83 cfS — — — — — — — — — — -
InhOwIAre�=&12,M2--S-f
71 IA-ciQj Peak Elev=587.69'
Storage=24,7-1 O-cf
11 :E E I --I L I I I
4- 1-1 -4
t t t
T T- 1-1 -1 T
---------------
2�! 101, %1 -i Ip" 01 $ 2�! 0110 ;01?� I u 5 - I.-' I ------------ -1 1111

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 37
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 3.73" for 100 -Year event
Inflow = 249.22 cfs @ 12.59 hrs, Volume= 1,904,819 cf
Primary = 249.22 cfs @ 12.59 hrs, Volume= 1,904,819 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 38
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 3.42" for 100 -Year event
Inflow = 259.65 cfs @ 12.59 hrs, Volume= 1,757,664 cf
Primary = 259.65 cfs @ 12.59 hrs, Volume= 1,757,664 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP2: XCP2
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

August 15, 2017
Mr. Robert D. Patterson, PE
North Carolina Department of Environmental Quality
Storm Water Permitting Program
512 N. Salisbury Street
1612 Mail Service Center
Raleigh, INC 27699-1612
Re: Response to Comments —Addington Crossing Subdivision - Permit No. SW3170304
Mr. Patterson:
carucina
Shaping the Future
Cardno is pleased to provide the attached Addendum No. 3 to the Storm Water Management Plan
for Addington Crossing Subdivision. The addendum includes a response to comments provided by
your office dated June 26, 2017. The comments from the above referenced letter have been
reproduced below and addressed as follows:
1. Provide the missing signed and sealed cover page for the supplement form.
An original copy of the signed supplement form has been provided as an attachment to this
correspondence.
2. Provide the missing signed and notarized cover page for the O&M agreement to show the
revision from the dry basins to bioretention cells.
An original copy of the signed and notarized O&M agreement has been provided as an
attachment to this correspondence.
3. Revise the DA sizes in part IV.10 on SWU-101 to be consistent with the calculations.
The drainage area sizes have been revised. A copy of the revised SWU-101 form has been
provided as an attachment to this correspondence.
4. Provide a soils report that shows the SHWT elevations at each SCM per bioretention
M DC1.
A copy of the original geotechnical letter detailing the SHWT levels have been included as an
attachment to this correspondence.
5. Revise C-509-512 to specify "washed" stone for around the underdrains.
The details have been revised as requested.
9800 Southern Pine Boulevard
Suite I
Charlotte, North Carolina 28273
Phone [phone]
Fax [phone]
vmv.cardno.conn

V�O Cardna
Shaping the Fulure
Page 2
August 15, 2017
In addition to the response to comments above, several items related to the SWMP have been
revised. These revisions were based upon feedback from other review entities. These revisions
include the following:
• Minor revisions have been made to the proposed basin maps to adjust a couple of areas
not being routed correctly. There were also a couple of revisions to the Tc values for
several basins. The revisions are as follows:
- Increased Basin A due to bypass Swale.
- Decreased Basin E due to bypass Swale.
- Adjusted the Tc of Basin E due to there no longer being channel flowjust before the
basin and also due to the reduction in basin area.
- Adjusted the Tc of Basin L due to there no longer being channel flow just before the
basin.
• Detention calculations have been revised to show the volume of the pond beginning at
ground level and disregarding the media storage volume as well as the volume of the
rock berm separating the forebay. The effects from exfiltration and underdrains have
also been disregarded.
• There have been several storm drain inlets that have been added to the project to help
reduce several areas of high spread.
• The twin 60 inch culvert crossing has been revised to reflect the change in hydrology
mentioned above.
If you have any questions or need any additional information pertaining to the response to
comments, please do not hesitate to contact me.
Since
"ert Cash, PE
Project Manager
Cardno (NC) Inc.
Enclosures

5
m
J
a
L0
0
0
(
N
0-
E
c
DET 1 AREA DATA
WATERSHED
(WS)
WS AREA (AC)
CN
TC
AREA E
4.05
68.00
1.17
TOTAL
4.05
68.00
6.50
DET 2 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA I
11.38
68.00
1.17
TOTAL
11.38
68.00
9.30
DET 3 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA L
5.23
68.00
1.17
TOTAL
5.23
79.00
10.50
BYPASS 1 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA B
10.42
68.00
1.17
AREA C
5.30
68.00
79.00
TOTAL
15.72
68.00
30.10
BYPASS 2 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA A
41.86
63.00
1.17
AREA K
3.19
63.00
79.00
TOTAL
45.05
63.00
25.30
DIRECT RELEASE 1 AREA
DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
AREA D
1.42
79.00
AREA F
1.17
79.00
AREA G
0.74
79.00
AREA J
2.42
79.00
TOTAL
5.75
79.00
DIRECT RELEASE 2 AREA
DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
AREA H
0.96
79.00
AREA M
0.79
79.00
AREA N
1.98
79.00
TOTAL
3.72
79.00
BYPASS 4 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA T
2.53
58.00
18.90
TOTAL
2.53
58.00
18.90
COMPARISON PRE TO POST DEVELOPMENT
CONCENTRATION
Q25 (CfS)
Q100 (cfs)
CONCENTRATION
Q25 (Cfs)
Q100 (cfs)
POINT (WS)
o
0 N
POINT (WS)
z o
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XCP1
202.92
312.43
CP1
197.72
309.74
XCP2
161.70
259.65
CP2
163.56
254.79
o Q J
U �Q�
N/A
N/A
CP3 (CULVERT ONLY)
178.06
280.14
TOTAL RUNOFF
364.62
572.08
TOTAL RUNOFF
361.28
564.53
(XCP1+XCP2)
(CP1+CP2)
TC=19.7 MINS-- j
EX POND \
S3CHANNEL � NAGE
` - v \ 1 \ \ \ V \ \ \ V A 1 \ FLOW (2) ��
X EN AR
7'
150 K OY
-��U E
R \ �`\ s_� - "'z \ - -- l �/ /l �% �✓ \ �l
l 18
7 �v /Z-
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163.6/254.8
E -AR
PRICE MIL
DE 3 REEK �\ 1
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/ - 6' RELEA 2 1
I I I V I I I I I r�\ \ \ \ / /i V A
� DET3
/
-SHA W CONC PE DRAT bpi
DRAINAGE AREA Y \ FLOW A y '
\ I I \ 1 I \I \ \ \ ( o BYPASS 2 /UNPAVED) L -A3 (DE 3) / \ 97.7/309.7
A1-74 \
-- A I \ I I I \ I I I I / A v �% CHANNEL FLOW
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BYPASS 3 TC=4.2 MINS \ AREA K \
BYPASS \
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-IEET FLOW \ \ - -
L-232 / l l �'V� 1 �� - - / �P�AINA
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/ \ /\ / / \/ \ , \ \ /- - - r / / % Jf�TERMITTEN /
--- ii/ - _ -
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--- L=1162/// / // / V / -V� _ ��
TC= .1 MINS," / / �\ `� i'-0 SIVA-LL-O W- �> �i�- �L_=1.9)i5�� DRAINAGE
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\ \
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140'
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ROBERT L. CASH,
P.E.
NC LICENSE No. 033448
DATE
107/27/2017
DRAWN
I HK
DESIGNED
I JW
CHECKED
I RC
PROJECT #
I CALATL1603
SHEET TITLE
POST STORMWATER
TRIBUTARY
MAP (WS1)
SHEET NUMBER
2/5

0 (
a Jul
DET 4 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA P
14.06
AREA O
1.85
TOTAL
14.06
68.00
11.70
BYPASS 3 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA R
113.70
AREA O
1.85
AREA S
4.92
8.16
68
TOTAL
118.62
64.00
57.80
DIRECT RELEASE 3 AREA
DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
AREA O
6.32
Q100 (cfs)
AREA O
1.85
c��
o
0 � N
TOTAL
8.16
68
COMPARISON PRE TO POST DEVELOPMENT
CONCENTRATION
Q25 (cfs)
Q100 (cfs)
CONCENTRATION
Q25 (cfs)
Q100 (cfs)
POINT (WS)
�
c��
o
0 � N
POINT (WS)
� C�1 N
> Z o
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XCP1
202.92
312.43
CP1
197.72
309.74
XCP2
161.70
259.65
CP2
163.56
254.79
O Q J
U OR
N/A
N/A
CP3 (CULVERT ONLY)
178.06
280.14
TOTAL RUNOFF
Lu
TOTAL RUNOFF
T
(XCP1+XCP2)
364.62
572.08
(CP1+CP2)
361.28
564.53
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TC=7.2 MINS T
I E CHAN DIRECT I O
RELEA 2 /
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DET 3 bpi \�I/ !A
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- (DET3i)
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CHANNELFLOW L
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BYPASS
SHEETFLOW BYPASS 1 CHANNEL FLOW (1)
LL=232' - / Iv v v \ PP�A� 3�MINS CP3
TC=26.5 MINS A
I�ERMITTN
SUM �l bR\AINAGE AREA A \ /
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FLOW / / / / / / / /�� - _v A� _ - -- �--AREA H
�F#ANNEL F OW ---
L = 1162'
--L=1162'
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NCFLO \\ DET / /� TC=3.8MINSAREA G
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LEGEND
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0 75 150 300
1 INCH =150 FEET
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s/o�••
SEAL
17
033448 =
�C
ROBERT L. CASH,
P.E.
NC LICENSE No. 033448
DATE
107/27/2017
DRAWN
I HK
DESIGNED
I JW
CHECKED
IRC
PROJECT #
CALATL1603
SHEET TITLE
POST STORMWATER
TRIBUTARY
MAP (WS2)
SHEET NUMBER
3/5

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Catawba River basin.
4. Total Property Area: 103.66 acres
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:103.66 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHM line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHM line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 11 %
9. How many drainage areas does the project have? (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
Receiving Stream Name
Price Mill Creek
Price Mill Creek
Price Mill Creek
Price Mill Creek
Stream Class *
C
C
C
C
Stream Index Number *
11-138-2-2
11-138-2-2
11-138-2-2
11-138-2-2
Total Drainage Area (sf)
176,424
495,548
228,009
612,612
On-site Drainage Area (so
176,424
495,548
228,009
612,612
Off-site Drainage Area (so
Proposed Impervious Area** (sf)
35,995
101,090
46,470
124,900
% Impervious Area** total
20%
20%
20%
20%
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On-site Buildings/Lots (so
18,100
52,657
24,185
64,827
On-site Streets (sf)
13,225
35,792
16,469
44,394
On-site Parking (sf)
On-site Sidewalks (so
4,670
12,641
5,816
15,679
Other on-site (sf)
Future (sf)
Off-site (so
Existing BUA*** (sf)
0
0
0
1 0
Total (so:
35,995
101,090
46,470
1 124,900
* Stream Class and Index Number can be determined at: http.aortal.ncdenr.orglweblwq&slcsulclassiflcations
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

TO NCDEQ
Attn: Robert D. Patterson, PE
1612 Mail Service Center
Raleigh, NC 27699
Cardno
Shaping the Future
9800 Southern Pine Blvd, Suite I
Charlotte, NC 28273
[phone] FAX [phone]
TRANSMITTAL
DATE: 08/15/17
1PROJECT: CALATL1603
ATTENTION: Robert Patterson
RE: Addington Crossing Construction Documents
07/27/2017
Addington Crossing Revised sheets C-509 to C-512
WE ARE SENDING YOU ® Attached Via
® 1st Class Mail/FedEx ❑ Overnight ❑ Courier
❑ Prints ❑ Shop Drawings ❑ Change Order
* Plans ❑ Samples ❑ Specifications
❑ Sketches ❑ Letter ❑ CD/Diskettes
❑ Agreement ® Report ❑ Permits
❑ Pick-up the following items:
❑ Mylars
❑ Scope of Services
COPIES
DATE
DESCRIPTION
2
07/27/2017
Addington Crossing Revised sheets C-509 to C-512
1
07/27/2017
Post Stormwater Tributary Map (WS1 & WS2) Sheets 2/5 & 3/5
1
08/11/2017
Comment Response Letter
1
08/11/2017
O&M Form signed sheet
1
08/11/2017
SSW-SWU-1 01 -Application with revised DAs
1
08/15/2017
Revised HydroCAD reports
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ For your information ❑ No exception taken
❑ For your use ❑ Submit copies for distribution ❑ Revise and resubmit
❑ As requested ❑ Return corrected ❑ Rejected
® For review and comment ❑
REMARKS:
COPY TO: file SIGNED:
If enclosures are not as noted, please notify us at once.
W:\CalAtlan6cTotter Road\Communication\Transmittals\Transmittal_NCDEQ_RP_2017-08-11.docx
Revised: December 2016

ATLANTIC COAST PIPELINE PROJECT
CONTRACTOR YARDS - FAYETTEVILLE REGION
CUMBERLAND COUNTY, NORTH CAROLINA
EROSION & SEDIMENT CONTROL PLAN
PROJECT CONTACTS
00" , i
Dominion
Energy CR)
OWNER/APPLICANT
DOMINION ENERGY TRANSMISSION, INC.
5000 DOMINION BOULEVARD
GLEN ALLEN, VA 23060
PHONE: [phone]
ERM NC, INC.
CONSULTANT
ERM NC, INC.
LICENSE #F-1223
15720 BRIZHAM HILL AVENUE, SUITE 120
CHARLOTTE, NORTH CAROLINA 28277
SCOTT ROBINSON, PE
704-541-8345
[e-mail]
EXISTING INFORMATION SOURCES
CONTOURS AND BASE MAP PROVIDED BY 13
CONSULTING, LLC WITH ADDITIONAL CONTOURS
OBTAINED FROM THE USGS NATIONAL ELEVATION
DATASET.
PLAN REPRODUCTION WARNING
THE PLANS HAVE BEEN CREATED ON 24"X36"
SHEETS FOR REDUCTIONS, REFER TO GRAPHIC
SCALE.
THE PLANS HAVE BEEN CREATED FOR FULL
COLOR PLOTTING, AND SET OF THE PLANS THAT
IS NOT PLOTTED IN FULL COLOR SHALL NOT BE
CONSIDERED ADEQUATE FOR CONSTRUCTION
PURPOSES.
***WARNING"** INFORMATION MAY BE LOST IN
COPYING AND/OR GRAY SCALE PLOTTING.
NORTH CAROLINA
SHEET INDEX
0
1
08/04/2017
SHEET 1 -
COVER SHEET
1*-
1
08/04/2017
SHEET
2 -FAYETTEVILLE
(SP10_CY SPR10-A) AERIAL OVERVIEW
*1
1
08/04/2017
SHEET
3 -
FAYETTEVILLE (SP10_CY SPR10-A) ESCP
0
1
08/04/2017
SHEET
4 -
ESCP NOTES
0.
1
08/04/2017
SHEET
5 -
ESCP DETAILS
0
1
08/04/2017
SHEET
6 -
ESCP DETAILS
1
08/04/2017
SHEET
7 -
ESCP DETAILS
DRAWING INDEX
LEGEND
F
FILLED CIRCLE INDICATES DRAWING INCLUDED WITHIN THIS ISSUE
MOST RECENT REVISION NUMBER
F MOST RECENT ISSUE OR REVISION DATE
6
-
X/XX/201X
SHEET
X -
SHEET TITLE
LOCATION MAP
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GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. A FlLtrr��� ,
1. CONTOURS AND BASE MAP PROVIDED BY 13 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET. O ERM NC, INC.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY. 03/10/17 NJB ISSUED FOR REVIEW ti� �Q` ,. � 5�' f r License xham 3 Atlantic Coast Pipeline LLC
15720 Brixham Hill Ave, Suite 120
2. DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER. A 08/04/17 WTS ISSUED FOR REVIEWIC - ERM Charlotte, NC 28277 [phone]
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
3. NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO - RAWN: NJB 08/04/17
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION. =
TITLE:
4. DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO 0 � � W CHECKED: _ - ATLANTIC COAST PIPELINE
CONTROL MEASURES ARE SPECIFIED. , ,•�� 4 APP. FORBID: FAYETTEVI LLE CONTRACTOR YARD AERIAL OVERVIEW
APP. FOR CONST.: DISTRICT. - COUNTY: STATE: GROUP DWG. NO. REV.
CUMBERLAND NC
rf A . � B� +�`� SCALE: AS NOTED DIWFILE: ACP\North Carolina\ — 2 O F 7

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I I I I I I I I I
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GUY ANCHOR
(39.4 ACRES)
— — — —
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(REF. SHEET 7)
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y
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I I I I I I I I I
L EG E N D
GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. * ��t� ; "S faE 11 i�r ,
1. CONTOURS AND BASE MAP PROVIDED BY 13 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET. �� \A CARO ' r ERM NC, INC. Atlantic Coast Pipeline LLC
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY. �0 03/10/17 NJB ISSUED FOR REVIEW �ti .''' r License #F-1223
15720 Brixham Hill Ave, Suite 120
2. DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER. A 08/04/17 WTS ISSUED FOR REVIEW Vit. ' = ERM Charlotte, NC 28277 [phone] 925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
3. NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO f RAWN: NJB 08/04/17
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION. -
4. DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO Q w CHECKED: _ _ TITLE: ATLANTIC COAST PIPELINE
CONTROL MEASURES ARE SPECIFIED.
�',, APP. FORBID: FAYETTEVI LLE CONTRACTOR YARD ESCP
CUMBERLAND NC GROUP DWG. NO. REV.
\ ,\� APP. FOR CONST.: DISTRICT: - COUNTY: STATE:
SCALE: DIR/FILE: ACP�NOrtil Car011nB� — 3 O F 7
AS NOTED
LIMITS OF CONSTRUCTION
(40.8 ACRES)
$
UTILITY POLE
C
LIMITS OF DISTURBANCE
GAE
GUY ANCHOR
(39.4 ACRES)
— — — —
CONTRACTOR YARD LIMITS
0
GUY POLE
E
OVERHEAD ELECTRIC LINE
®
UTILITY VALVE
UNDERGROUND GAS LINE
• LM
LINE MARKER
FENCE
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TS
DITCH
TEST STAND
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TEMPORARY BENCH MARK
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—__--1000------
CONTOUR
FLOW ARROW
wcuc 051e
WETLAND
ROCK CONSTRUCTION
ENTRANCE (OR APPROVED
ALT.)
®
FUEL TANK AREA (25'x 250')
OUTLET PROTECTION
TRAILER (24'x 60')
PROPOSED CULVERT
PROPOSED DIVERSION SWALE
®
STORAGE UNITS
TOP SOIL SEGREGATION AREA
��•Q�T�
GRAVEL AREA.
PROPOSED COMPOST FILTER
SOCK OR SILT FENCE
GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. * ��t� ; "S faE 11 i�r ,
1. CONTOURS AND BASE MAP PROVIDED BY 13 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET. �� \A CARO ' r ERM NC, INC. Atlantic Coast Pipeline LLC
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY. �0 03/10/17 NJB ISSUED FOR REVIEW �ti .''' r License #F-1223
15720 Brixham Hill Ave, Suite 120
2. DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER. A 08/04/17 WTS ISSUED FOR REVIEW Vit. ' = ERM Charlotte, NC 28277 [phone] 925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
3. NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO f RAWN: NJB 08/04/17
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION. -
4. DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO Q w CHECKED: _ _ TITLE: ATLANTIC COAST PIPELINE
CONTROL MEASURES ARE SPECIFIED.
�',, APP. FORBID: FAYETTEVI LLE CONTRACTOR YARD ESCP
CUMBERLAND NC GROUP DWG. NO. REV.
\ ,\� APP. FOR CONST.: DISTRICT: - COUNTY: STATE:
SCALE: DIR/FILE: ACP�NOrtil Car011nB� — 3 O F 7
AS NOTED

EROSION AND SEDIMENT CONTROL PLAN NARRATIVE
THE EROSION AND SEDIMENT (E&S) CONTROL MEASURES FOR THE PIPELINE CONSTRUCTION ACTIVITIES PRIMARILY CONSIST OF
BUT ARE NOT LIMITED TO COMPOST FILTER SOCK, BELTED SILT RETENTION FENCE, SUPER SILT FENCE, SLOPE BREAKERS, AND
TEMPORARY AND PERMANENT SEEDING AND MULCHING. BEST MANAGEMENT PRACTICES (BMP) SPECIFICATIONS FOR THE E&S
CONTROL PLAN (E&SCP) ARE TO BE UTILIZED BY THE CONSTRUCTION CONTRACTOR ACCORDING TO THE PROVIDED PLAN.
GENERAL CONSTRUCTION NOTES:
1. DISCHARGING SEDIMENT LADEN WATER WHICH WILL CAUSE OR CONTRIBUTE TO THE DEGRADATION OF A BENEFICIAL USE OF
A WATER OF THE STATE FROM THE CONSTRUCTION SITE, A DEWATERING SITE, OR SEDIMENT BASINTRAP INTO ANY SURFACE
WATER WITHOUT FILTRATION OR EQUIVALENT TREATMENT IS PROHIBITED.
2. THE DISCHARGER SHALL AMEND THE EROSION & SEDIMENT CONTROL PLAN WHENEVER THERE IS A CHANGE IN THE
CONSTRUCTION OR OPERATIONS, WHICH MAY EFFECT THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR
GROUNDWATER.
3. DISCHARGES ORIGINATING FROM OFF-SITE SOURCES, WHICH FLOW THROUGH OR ACROSS THE AREAS DISTURBED BY
CONSTRUCTION, MAY BE DIVERTED AROUND THE ACTIVE CONSTRUCTION AREA WHENEVER POSSIBLE.
4. PERFORM PERMANENT OR TEMPORARY SOIL STABILIZATION WITHIN 7 DAYS WHEN SITE IS AT FINAL GRADE AND ON SITES THAT
ARE NOT AT FINAL GRADE, BUT WILL REMAIN DORMANT FOR MORE THAN 14 DAYS.
5. DUE TO VARYING SITE CONDITIONS, ADDITIONAL SEDIMENT CONTROL BMPS MAY BE NECESSARY BEYOND THE MEASURES
SHOWN ON THE E&S CONTROL PLAN.
6. STAGING AREAS, ASSEMBLY AREAS, TEMPORARY EQUIPMENT AND NON -HAZARDOUS MATERIAL STORAGE AREAS SHALL BE
LOCATED OUTSIDE 100 -YR FLOOD ZONES. HAZARDOUS MATERIAL STORAGE AREAS SHALL BE LOCATED AT LEAST 100 FEET
BACK FROM SURFACE WATER BODIES.
7. EQUIPMENT STORAGE IN CONSTRUCTION STAGING AREAS SHALL BE LOCATED A MINIMUM OF 100 FEET AWAY FROM WETLAND
EDGE.
8. AT MINIMUM, ALL BMPS ARE TO BE INSPECTED ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS AFTER ANY STORM
EVENT GREATER THAN 0.5 -INCH PER 24-HOUR PERIOD DURING THE ENTIRE PROJECT. A WRITTEN REPORT MUST ALSO BE
COMPLETED, DOCUMENTING EACH INSPECTION AND, IF NECESSARY, ANY REPAIR, REPLACEMENT OR MAINTENANCE ACTIVITY.
9. THE CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING FACILITY SHOWN ON THE DRAWINGS,
AND ANY OTHER WHICH IS NOT ON RECORD OR NOT SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL POTHOLE EXISTING
UTILITIES AT THE POINTS OF CONNECTION AND ALL UTILITY CROSSINGS TO DETERMINE EXACT LOCATIONS PRIOR TO THE
START OF WORK. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND EXISTING CONDITIONS SHALL BE REPORTED TO THE
ENGINEER OF RECORD IMMEDIATELY.
10. ALL WORK WITHIN A PUBLIC RIGHT-OF-WAY SHALL BE COORDINATED WITH THE AGENCY HAVING JURISDICTION.
11. ALL REQUIRED PERMITS MUST BE OBTAINED PRIOR TO STARTING WORK.
12. DURING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION, STABILIZATION AND MAINTENANCE
OF ALL EXISTING AND PROPOSED SITE EROSION & SEDIMENTATION CONTROL DEVICES AND FACILITIES.
13. THE CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE
CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE
COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING EROSION & SEDIMENTATION DEVICES AND SAFETY OF ALL PERSONS
AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL
WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD THE ENGINEER
OF RECORD HARMLESS OF ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON
THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF ENGINEER OF RECORD.
14. AS SITE SPECIFIC CONDITIONS MAY WARRANT, THE E&SC PLAN MAY REQUIRE MINOR MODIFICATIONS TO ENSURE PROPER
PROTECTION OF RECEIVING WATERS. THE RESPECTIVE PROJECT ENVIRONMENTAL INSPECTOR (EI) WILL IDENTIFY SITE
SPECIFIC AREAS WHERE A CERTAIN BMP MODIFICATION(S) IS NECESSARY TO EITHER OMIT OR ENHANCE BMPS IN SUCH
AREAS. THIS PROCESS ENTAILS THE EI TO IDENTIFY LOCATIONS WHERE BMPS WILL NEED TO BE ALTERED, SUBSTITUTED OR
OMITTED AND CONTACT THE DOMINION GAS COMPLIANCE SPECIALIST TO REVIEW PROPOSED CHANGES. UPON REVIEW AND
APPROVAL BY THE DOMINION COMPLIANCE SPECIALIST, THE EI WILL REDLINE, DATE, AND SIGN THE E&SCP DRAWING(S)
DEPICTING THE REDLINE CHANGE(S). ONCE THIS PROCESS IS COMPLETED, THE EI WILL NOTIFY NCDEQ OF SUCH MINOR
MODIFICATION REDLINE AMENDMENTS AS REQUIRED BY THE GENERAL PERMIT.
BMP INSTALLATION AND REMOVAL SEQUENCE
SEQUENCE OF CONSTRUCTION
EROSION AND SEDIMENTATION. THE CONTRACTOR MAY DEVIATE SLIGHTLY FROM THE STAGING OF PERMANENT SITE
STABILIZATION TIMEFRAMES
1.
A PRE -CONSTRUCTION MEETING SHOULD TAKE PLACE PRIOR TO START OF CONSTRUCTION ACTIVITIES.
PERIMETER DIKES, SWALES, DITCHES, SLOPES 7 DAYS
2.
BEGIN CLEARING AND GRUBBING SITE. CLEAR AND GRUB ONLY THOSE AREAS NECESSARY FOR INSTALLATION OF THE
HIGH QUALITY WATER (HQW) ZONES 7 DAYS
EROSION CONTROL MEASURES.
SLOPES STEEPER THAN 3:1 7 DAYS
3.
INSTALL SILT FENCE AS SHOWN ON THE PLANS.
SLOPES 3:1 OR FLATTER 14 DAYS
4.
ONCE EROSION CONTROL MEASURES HAVE BEEN INSTALLED AND PRIOR TO SEDIMENT REMOVAL ACTIVITIES, THE SITE IS TO
ALL OTHER AREAS (SLOPES FLATTER THAN 4:1) 14 DAYS
BE INSPECTED BY NCDENR - LAND QUALITY.
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN 21 DAYS AFTER THE CONSTRUCTION
5.
GRADE SITE ACCORDING TO CONTRACT DOCUMENTS. MAINTAIN EROSION CONTROL DEVICES AS NEEDED.
ACTIVITY IN THAT PORTION OF THE SITE HAS PERMANENTLY CEASED.
6.
INSTALL STORM DRAINAGE AS INDICATED ON PLANS.
4. WHERE THE INITIATION OF STABILIZATION MEASURES WITHIN 7 DAYS AFTER CONSTRUCTION ACTIVITY TEMPORARILY OR
7.
GRASS OR OTHERWISE STABILIZE ALL AREAS AS THEY ARE BROUGHT TO FINAL GRADES.
PERMANENTLY CEASES IS PRECLUDED BY SNOW COVER, STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS
8.
THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES TO
CONDITIONS ALLOW.
MINIMIZE EROSION. INSPECT AND REPAIR MEASURES AFTER EACH RAINFALL AND AS NEEDED THROUGHOUT THE PROJECT.
5. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE SITE WITHIN 21 DAYS FROM WHEN ACTIVITIES CEASED
9.
CONTRACTOR TO LEAVE ALL EROSION CONTROL DEVICES IN PLACE AT THE CONCLUSION OF THIS CONTRACT. CONTRACTOR IS
(E.G., THE TOTAL TIME PERIOD THAT CONSTRUCTION ACTIVITY IS TEMPORARILY HALTED IS LESS THAN 21 DAYS), THEN
TO CLEAN-OUT, REPAIR AND GRASS STABILIZE ALL DENUDED AREAS. ALL AREAS WILL BE RETURNED TO THE STATE OF
STABILIZATION MEASURES DO NOT HAVE TO BE INITIATED ON THAT PORTION OF THE SITE BY THE SEVENTH DAY AFTER
EXISTING CONDITIONS PRIOR TO CONTRACT AS A MINIMUM.
CONSTRUCTION ACTIVITIES HAVE TEMPORARILY CEASED.
10.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTAIN SEDIMENT ONSITE. ADDITIONAL EROSION CONTROL MEASURES MAY BE
6. AREAS WHERE THE SEED HAS FAILED TO GERMINATE ADEQUATELY (UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY
REQUIRED BY THE ENGINEER.
OF 70%) WITHIN 30 DAYS, SEEDING AND MULCHING MUST BE RE -SEEDED IMMEDIATELY, OR AS SOON AS WEATHER PERMITS.
11.
ALL EROSION CONTROL MEASURES TO BE IN ACCORDANCE WITH THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN REQUIREMENTS AND LAND DEVELOPMENT STANDARDS.
POLLUTANT CONTROLS
MAINTENANCE
SCHEDULE
AFTER FULL REVEGETATION HAS BEEN ACHIEVED, ALL BMPS WILL BE REMOVED AND ANY LAND DISTURBED BY REMOVAL WILL BE
PERMANENTLY STABILIZED. UNLESS OTHERWISE SPECIFIED, ALL MAINTENANCE MUST BE COMPLETED IMMEDIATELY AFTER AN
INSPECTION IDENTIFIES THAT A BMP IS NOT FUNCTIONING AS REQUIRED.
THE ROW AND ESC DEVICES WILL BE INSPECTED DAILY AT THE ACTIVE CONSTRUCTION SITE AND AT LEAST ONCE EVERY
SEVEN CALENDAR DAYS FOR ACTIVELY DISTURBED AREAS, 14 CALENDAR DAYS FOR RESTORED AREAS, AND WITHIN 24 HOURS
AFTER ANY STORM EVENT GREATER THAN ONE -HALF-INCH PER 24-HOUR PERIOD.
SEDIMENT MUST BE REMOVED WHERE ACCUMULATION REACHES ONE-HALF THE ABOVE GROUND HEIGHT OF THE CONTROL
MEASURE.
EROSION CONTROL MEASURES, WHICH HAVE BEEN UNDERMINED OR TOPPED, SHALL BE REPAIRED IMMEDIATELY.
• OTHER REQUIRED REPAIRS OR MAINTENANCE SHALL BE MADE IMMEDIATELY.
TEMPORARY AND PERMANENT E&S CONTROL BMPS SHALL BE MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUED
PERFORMANCE OF THEIR INTENDED FUNCTION.
MATERIAL WASTE HANDLING AND RECYCLING
1. SOLID WASTE DISPOSAL SHALL BE HANDLED THROUGH ONE OF THE LOCAL LICENSED WASTE MANAGEMENT PROVIDERS AND
PERMITTED DISPOSAL FACILITIES. THE CONTRACTOR WILL PROVIDE MOBILE AND COVERED WASTE RECEPTACLES AS NEEDED
ALONG THE PROJECT LIMITS. CONTRACTOR SHALL ALSO PROVIDE A COVERED DUMPSTER FOR CONSOLIDATION OF WASTE
FOR PICK UP AND DISPOSAL FOR THE DURATION OF THE PROJECT. ALL SOLID WASTE SHALL BE DISPOSED OF AT A LICENSED
PERMITTED MUNICIPAL LANDFILL.
2. THE CONTRACTOR WILL BE RESPONSIBLE FOR ANY PERMITS AN DOR DISPOSAL FEES. THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE TO ASSURE THAT ALL MATERIALS AREA HANDLED AND DISPOSED OF IN ACCORDANCE WITH APPLICABLE LAWS,
RULES, AND REGULATIONS, INCLUDING BUT NOT LIMITED TO THOSE ISSUED BY THE ENVIRONMENTAL PROTECTION AGENCY,
NCDEQ, AND OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION.
3. CONTRACTOR SHALL PRACTICE GOOD HOUSEKEEPING FOR THE DURATION OF THE PROJECT INCLUDING THE ROUTINE
REMOVAL AND DISPOSAL OF SOLID WASTE.
4. CONTRACTOR SHALL KEEP RECORDS OF PROPER SOLID WASTE DISPOSAL AND PROVIDE COPIES TO THE EI.
SEEDING AND MULCHING
CONSTRUCTION MUST BE IN ACCORDANCE WITH THE FOLLOWING SEQUENCE. THIS SEQUENCE IS DESIGNED TO MINIMIZE SOIL
EROSION AND SEDIMENTATION. THE CONTRACTOR MAY DEVIATE SLIGHTLY FROM THE STAGING OF PERMANENT SITE
SEE SEED MIXES, SOIL AMENDMENTS, AND MULCH SPECIFICATIONS SPECIFIED IN THE ACP RESTORATION AND REHABILITATION
IMPROVEMENTS, BUT NO DEVIATION FROM THE RELATIVE ORDER OF EROSION AND SEDIMENTATION CONTROL MEASURES WILL BE
PLAN.
ALLOWED.
1. SEEDBED PREPARATION: AREAS TO BE SEEDED SHALL BE DISKED TO A DEPTH OF 4 -IN TO 6 -IN WHENEVER FEASIBLE, AND
SMOOTHLY GRADED.
THE STAGING OF EARTHMOVING ACTIVITIES FOR THIS PROJECT IS A GENERAL DESCRIPTION OF THE WORK REQUIRED. ALL WORK
2. IN TOPSOILED AREAS, SOIL TO BE REDISTRIBUTED EVENLY AND STABILIZED PRIOR TO SEEDING.
SHALL BE COMPLETED IN ACCORDANCE WITH COMPANY STANDARDS, THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL
3. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE CONSTRUCTION
QUALITY REGULATIONS AND ALL OTHER APPLICABLE FEDERAL, STATE OR LOCAL REQUIREMENTS.
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN 21 DAYS AFTER THE CONSTRUCTION
ACTIVITY IN THAT PORTION OF THE SITE HAS PERMANENTLY CEASED.
THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN INCLUDING THE SOIL EROSION CONTROL DRAWINGS AND NARRATIVE
4. WHERE THE INITIATION OF STABILIZATION MEASURES WITHIN 7 DAYS AFTER CONSTRUCTION ACTIVITY TEMPORARILY OR
SHALL BE AVAILABLE ON SITE AT ALL TIMES DURING EARTH DISTURBANCE.
PERMANENTLY CEASES IS PRECLUDED BY SNOW COVER, STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS
CONDITIONS ALLOW.
1. STAKE AND/OR FLAG ALL LIMITS OF DISTURBANCE FOR CONSTRUCTION ACTIVITIES, CLEARLY IDENTIFYING WETLAND AND
5. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE SITE WITHIN 21 DAYS FROM WHEN ACTIVITIES CEASED
STREAM EDGES. INSTALL SIGNS TO DESIGNATE THE AREA TO IDENTIFY IMPORTANT PROJECT ATTRIBUTES SUCH AS
(E.G., THE TOTAL TIME PERIOD THAT CONSTRUCTION ACTIVITY IS TEMPORARILY HALTED IS LESS THAN 21 DAYS), THEN
WETLANDSTREAM BOUNDS, EXCLUSION AREAS ETC.
STABILIZATION MEASURES DO NOT HAVE TO BE INITIATED ON THAT PORTION OF THE SITE BY THE SEVENTH DAY AFTER
2. INSTALL ROCK CONSTRUCTION ENTRANCES IMMEDIATELY BEFORE INITIAL DISTURBANCES. THE ROCK CONSTRUCTION
CONSTRUCTION ACTIVITIES HAVE TEMPORARILY CEASED.
ENTRANCES TO BE UNDERLAIN BY FILTER FABRIC. ALL CONSTRUCTION TRAFFIC SHOULD USE ONLY ROCK CONSTRUCTION
6. AREAS WHERE THE SEED HAS FAILED TO GERMINATE ADEQUATELY (UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY
ENTRANCE FOR INGRESS AND EGRESS. ALL MUD OR SEDIMENT TRACKED ONTO THE EXISTING ROADWAY SHALL BE REMOVED
OF 70%) WITHIN 30 DAYS, SEEDING AND MULCHING MUST BE RE -SEEDED IMMEDIATELY, OR AS SOON AS WEATHER PERMITS.
BY THE CONTRACTOR AS NECESSARY.
3. INSTALL SILT FENCE AND COMPOST FILTER SOCKS AS NECESSARY ALONG THE ACCESS ROADS TO PREVENT SEDIMENT LADEN
POLLUTANT CONTROLS
RUNOFF FROM ENTERING DOWNSTREAM WATER BODIES. MAINTAIN THE ACCESS ROADS AS REQUIRED, ASSOCIATED DITCHES,
AND NECESSARY OUTLET PROTECTION.
REPORTABLE SPILLS OCCURRING DURING CONSTRUCTION, OPERATION AND MAINTENANCE ARE TO BE REPORTED
4. PRIOR TO AND SIMULTANEOUS WITH GRADING AND EXCAVATION, INSTALL REMAINING EROSION CONTROL DEVICES (ECD)
IMMEDIATELY TO THE MONITORING CENTER IN ACCORDANCE WITH DOMINION POLICIES, PLANS AND PROCEDURES.
SHOWN ON THE PLANS.
DOMINION'S ENVIRONMENTAL HEALTH AND SAFETY DEPARTMENT WILL BE RESPONSIBLE FOR CONTACTING THE APPROPRIATE
5. COMMENCE GRADING AND ASSOCIATED CUT AND FILL SLOPES. THE EARTH MOVING ACTIVITY SHALL BEGIN IN AREA OF CUT SO
AGENCIES, EXCEPT AS PROVIDED FOR BELOW.
THAT THE CUTS CAN BE PLACED IN AREAS OF FILL. REMOVE TOPSOIL FROM AREAS TO RECEIVE FILL PRIOR TO FILLING.
ANY FACILITY OWNER/OPERATOR WHO IS SUBJECT TO THE SPCC RULE MUST COMPLY WITH THE REPORTING REQUIREMENTS
6. FINALIZE UTILITY INSTALLATION AND ROADWAY GRADES AND PLACE TOPSOIL ON THE CUT AND FILL AREAS. STABILIZE CUT AND
FOUND IN 40 CFR 112.4. A DISCHARGE MUST BE REPORTED TO THE EPA REGIONAL ADMINISTRATOR (RA) WHEN THERE IS A
FILL SLOPES, AFTER PLACEMENT OF STOCKPILED TOPSOIL ON EXCAVATED SLOPES, AND AS DIRECTED.
DISCHARGE OF:
7. RE -DISTRIBUTION OF WET SEDIMENT FROM DEVICES AND FACILITIES SHALL ONLY BE PERMITTED UPHILL OF AN EFFECTIVE
•• MORE THAN 1,000 GALLONS OF OIL IN A SINGLE DISCHARGE TO NAVIGABLE WATERS OR ADJOINING SHORELINES,
SEDIMENT CONTROL DEVICE OR FACILITY. SEDIMENT LADEN RUNOFF SHALL NOT BE ALLOWED TO FLOW DIRECTLY INTO
•• MORE THAN 42 GALLONS OF OIL IN EACH OF TWO DISCHARGES TO NAVIGABLE WATERS OR ADJOINING SHORELINES
WATER BODIES.
OCCURRING WITHIN ANY TWELVE-MONTH PERIOD.
8. ANY EXPOSED TOPSOIL PILES SHOULD BE STABILIZED & SEEDED PER THE PERMIT REGULATIONS, AND BY TABLES SHOWN ON
IF A DOMINION REPRESENTATIVE CANNOT BE PROMPTLY CONTACTED AND THE SPILL HAS IMPACTED WATER, THE PERSON
THE APPROVED EROSION CONTROL PLANS AND MULCHED WITH STRAW AS SPECIFIED BY THE PROJECT OWNER.
DISCOVERING THE SPILL OR RELEASE WILL CONTACT THE NATIONAL RESPONSE CENTER AT 1-800-424-8802 AND REPORT THE
9. UPON MINIMUM 70% UNIFORM PERENNIAL VEGETATIVE GROWTH, REMOVE TEMPORARY SEDIMENT CONTROLS. REMOVE
RELEASE. THAT PERSON WILL CONTINUE CALLING DOMINION UNTIL A REPRESENTATIVE IS REACHED.
ACCUMULATED SEDIMENTS WITHIN THE TRAPS, RE -GRADE TRAPS TO FINAL CONTOURS. STABILIZE SITE PER THE PLANS.
GENERAL NOTES AND COMMENTS:
SYM.
DATE
BY
REVISION INFORMATION
PROJECT/TASK
APP.
1 ��L� {�A��O '��
�_
; ��j,�.f� ; ,,,
'(�
ERM NC, INC.
License #F-1223
Atlantic Coast Pipeline, LLC
o
0
03/10/17
NJB
ISSUED FOR REVIEW
�.' C� ♦
{f
08/04/17
WTS
ISSUED FOR REVIEW
!
O =
15720 Brixham Hill Ave, Suite 120
F, R Nf Charlotte, NC 28277 [phone]
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
DRAWN: NJB
08/04/17
-
TITLE: ATLANTIC COAST PIPELINE
-•� o
CHECKED: _
_
�/-!
EROSION AND SEDIMENT CONTROL PLAN NOTES
APP. FOR BID:
♦
'G� G
GROUP
DWG. NO.
REV.
f�Q ? 0�*�% �
APP. FOR CONST.:
DISTRICT. - COUNTY. - STATE: NC
'rA Fka �)%'
!!/!I{11h�1
DIRiFILE: ACP\North Carolina\
-
4 OF 7
1
SCALE: AS NOTED

100' MIN. PUBLIC STREET
00 pC� O 00
0 000p 0 U 000001 pp
a 6" MIN. THICKNESS FILTER FABRIC UNDER STONE
EXISTING GROUND
100' MIN.
GENERAL NOTES:
1. A STABILIZED PAD OF WASHED STONE SHALL BE LOCATED WHERE TRAFFIC WILL BE ENTERING OR LEAVING A
CONSTRUCTION SITE TO OR FROM A PUBLIC STREET.
2. STONE TO BE SURGE STONE OR 2"-3" RAILROAD BALLAST
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN NECESSARY, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN.
6. FILTER FABRIC SHALL BE MIRAFI 500 OR EQUIVALENT.
(N. C. STD. N0. 6.06
TEMPORARY CONSTRUCTION
ENTRANCE DETAIL
A
CREEK BANK
AOOR£OATE OR
SAHD&WS
1' FLUME PW
CREEK BIOTTOY ~
QCiYAflD TQM
PROPOSED PIPELAK
SECTION d'A -A"
DIRT PLUG
` EXCAVATED TRENCH
_ 8
1
I
I PROPOSED UTILITY
I
I
I.L. 1, 1. 1._1.1.1
EROSION CON"M
MEASURES TO K __
LOCATED BELOW
APPROACH AREAS
AC4114fOATE OR CREE-K BANK
SANDBAGS
FLUME PIPE
PROPOSED
PIPEUNE
SECTIO.N" "B-- B"
NOT TO SCALE
NOTES:
1. GRUBBING SHALL NOT TAKE PLACE WITHIN 50 FT OF TOP OF BANK UNTIL ALL MATERIALS REQUIRED TO COMPLETE THE
CROSSINGS ARE ON SITE AND PIPE IS READY FOR INSTALLATION.
2. PIPE CULVERT FOR FLUME AND ACCESS ROAD MAY BE ONE CONTINUOUS PIPE.
3. WATER ACCUMULATING WITHIN THE WORK AREA SHALL BE PUMPED TO A PUMPED WATER FILTER BAG PRIOR TO
DISCHARGING INTO SURFACE WATER.
4. ALL EXCESS MATERIAL SHALL BE IMMEDIATELY REMOVED FROM THE STREAM CROSSING AREA.
5. ALL DISTURBED AREAS WITHIN 50 FEET OF TOP OF BANK SHALL BE BLANKETED OR MATTED WITHIN 24 HOURS OF INITIAL
DISTURBANCE FOR MINOR STREAMS OR 48 HOURS OF INITIAL DISTURBANCE FOR MAJOR STREAMS, UNLESS OTHERWISE
AUTHORIZED.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE
IN PLACE, CONTRACTOR CAN PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED
OUTSIDE THE CHANNEL. CHANNEL BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL
BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS USING SEED MIXTURES AS SPECIFIED HEREIN.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL
BLANKET USING MANUFACTURER RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 1:
FLUME CROSSING DETAIL
NOT TO SCALE
24"
DEPTH OF
TRENCH
SECTION VIEW
ti TRENCH PLUG
SPACING
jl I
STACKED CLAY,
BENTONITE OR
CONCRETE -FILLED
SACKS
PIPE BEDDING
ELEVATION PIPE INVERT
CONSTRUCTION NOTES:
1. TRENCH PLUGS ARE REQUIRED AT ALL STREAM, RIVER, WETLAND, OR OTHER WATER
BODY CROSSINGS REGARDLESS OF TRENCH SLOPE.
2. TOPSOIL MAY NOT BE USED TO FILL SACKS.
3. TRENCH PLUG LOCATION AND SPACING SHALL BE IN ACCORDANCE WITH CONSTRUCTION
ALIGNMENT SHEETS, OR AS OTHERWISE DIRECTED BY THE EI.
TRENCH PLUG DETAIL
NOT TO SCALE
TRENCH
S�Oey
WELL VEGETATED
AREA
SPACING OF WATERBARS
(IN ACCORDANCE WITH
CONSTRUCTION
ALIGNMENT SHEETS)
PIPELINE TRENCH \
TRENCH SPOILS (TYP.)
`SLOPE BREAKER
(TYP.)
A
A'
SOIL DIVERSION BERM OR COMPOST FILTER
SOCK FOR TEMPORARY WATERBAR (SEE SOIL
18" MIN. AFTER DIVERSION BERM AND COMPOST FILTER SOCK
COMPACTIO DETAILS, THIS SHEET), SOIL DIVERSION BERM
FOR PERMANENT WATERBAR.
U MIN.
AFTER COMPACTION
FINAL GRADE
SECTION A - A'
TYPICAL LOCATION OF SEDIMENT PROPOSED
BARRIER (IF REQUIRED, SEE NOTE 5) R.O.W.
NOTES:
1. TEMPORARY SLOPE BREAKERS SHALL BE INSTALLED UPON INITIAL DISTRUBANCE OF THE SOIL. PERMANENT WATERBARS SHALL BE
INSTALLED AFTER THE TRENCH HAS BEEN BACKFILLED.
2. WATERBARS SHALL NOT DISCHARGE TO THE OPEN TRENCH AND SHOULD BE ALIGNED SO THAT DISCHARGES DO NOT FLOW BACK
ONTO THE RIGHT-OF-WAY. RUNOFF SHALL BE DIRECTED TO THE DOWNSLOPE SIDE OF THE DISTURBED AREA.
3. SLOPES GREATER THAN 30% MAY REQUIRE THE INSTALLATION OF A PARALLEL COLLECTION DITCH AND SEDIMENT TRAP AT THE
BOTTOM OF THE SLOPE IN PLACE OF WATERBARS.
4. WATERBARS MUST BE INSTALLED AT ALL PUBLIC ROADWAY AND RAILROAD CUT SLOPES.
5. IF A SUITABLE VEGETATIVE FILTER STRIP DOES NOT EXIST AT THE POINT OF DISCHARGE FOR ANY WATERBAR, A SEDIMENT BARRIER
SHALL BE PROVIDED (E.G., FILTER SOCK, SILT FENCE, OR SOIL DIVERSION BERM, SEE DETAILS, THIS SHEET)
MAINTENANCE NOTES:
1. PERIODICALLY INSPECT RIGHT-OF-WAY DIVERSIONS FOR WEAR AND AFTER EVERY HEAVY RAINFALL FOR EROSION DAMAGE.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA, AND REPAIR THE DIKE. CHECK OUTLET AREAS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN PERMANENT ROAD DRAINAGE IS ESTABLISHED AND THE AREA ABOVE THE TEMPORARY RIGHT-OF-WAY DIVERSIONS IS
PERMANENTLY STABILIZED, REMOVE THE DIKE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, AND APPROPRIATELY
STABILIZE THE DISTURBED AREA.
TYPCIAL WATERBAR AND
TEMPORARY SLOPE BREAKER DETAIL
TRENCH PLUG AND FILTER SOCK
TOP
SPOIL PILE SOIL
BELTED SILT RETENTION 0
FENCE (TYP.) TOPSOIL \ \ o
LU BUFFER ZONE IS NOT TO HAVE
0 VEGETATION REMOVED (EXCEPT
O TRENCH LINE). TREES ARE TO BE CUT
STANDBY PUMP \\\\ w z \ \\ j�\\ 0- FLUSH TO GRADE. REMOVE STUMP
2 \/\\/ ONLY IF SAFETY BECOMES A FACTO[
PUMP AND FUEL CAN PLACED FS 50' 5
� 50 _//// (BOTH SIDES OF STREAM)
IN FLUID CONTAINMENT BOX 0 LU DI F
BACKHOE �� o
25' MIN. TIMBERMAT
TOP OF BANK
_tuuj HOSE UU
STREAM FLOW 7
TRENCH ENERGY DISSIPATOR
SCREENED INLET PLUG (E.G., FILTER BAG)
TOP OF BANK BACKHOE
/ 0 25' MIN. DOWNSTREAM SANDBAG
UPSTREAM SANDBAG / COFFERDAM
COFFERDAM \ FBA-�
50'
LU
\\j\ Q
w
00 Q TOP
CLp
TOP SOIL � SOIL
SPOIL
PILE PIPE WELDED, CONIC.
COATED OR WEIGHTED
TRENCH PLUG
AND BELTED SILT
RETENTION FENCE
NOTES:
1. USE DAM AND PUMP METHOD ON NARROW WATERCOURSES WITH LIMITED STREAM FLOW TO PREVENT SEDIMENTATION AND INTERRUPTION OF STREAM FLOW
DURING CROSSING CONSTRUCTION. IF FISH PASSAGE IS A CONCERN THIS METHOD IS NOT APPROPRIATE.
2. SCHEDULE CONSTRUCTION DURING PERIOD OF LOW STREAM FLOW.
3. SET UP PUMP AND HOSE AS SHOWN, OR USE OTHER PRACTICAL ALTERNATIVES. PUMP SHOULD HAVE TWICE THE PUMPING CAPACITY OF ANTICIPATED
FLOW. HAVE STANDBY PUMP ON SITE.
4. INSTALL UPSTREAM DAM COMPOSED OF SANDBAGS OR CLEAN GRAVEL WITH PLASTIC UNDERLINING. INSTALL DOWNSTREAM DAM IF REQUIRED TO KEEP
STREAMBED DRY.
5. EXCAVATE TRENCH AND INSTALL PIPE BY LOWERING IN UNDER HOSE. MOVE HOSE AS REQUIRED OR DISCONNECT IF TEMPORARY FLOW BLOCKAGE IS
ACCEPTABLE. BACKFILL TRENCH.
6. DISMANTLE DOWNSTREAM DAM, THEN UPSTREAM DAM. KEEP PUMP RUNNING TO MAINTAIN FLOW.
7. MONITOR DAM AND PUMP FOR PROPER OPERATION THROUGHOUT THE CROSSING INSTALLATION.
8. IN HIGH QUALITY (HQ) OR EXCEPTIONAL VALUE (EV) STREAMS, USE 12" FILTER SOCK IN PLACE OF SILT FENCE.
9. ENSURE DISTURBED AREAS ARE SEEDED AND MULCHED USING SEED MIXTURES AS SPECIFIED IN THE INCLUDED TABLE.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE IN PLACE, CONTRACTOR CAN
PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED OUTSIDE THE CHANNEL. CHANNEL
BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS AT THE RATE OF 15 LBS./ACRE WITH 'RIPARIAN BUFFER MIX' BY ERNST CONSERVATION SEEDS (MIX ERNMIX-178) OR
APPROVED EQUAL.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL BLANKET USING MANUFACTURER
RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 2:
DAM AND PUMP DETAIL
NOT TO SCALE
TOP OF SILT
MUST BE AT
ABOVE THE l
THE WASHED
NOTES.
I. REMOVE SEDIMENT *HEN HALF OF STONE OJTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO E4S.1RE DENATERING_
NOT TO SCALE
MAINTENANCE NOTES:
1. INSPECT SILT FENCE OUTLETS AT
LEAST ONCE PER WEEK AND
AFTER EACH SIGNIFICANT
(0.5 -INCH OR MORE) RAINFALL
EVENT. MAKE REPAIRS
IMMEDIATELY.
2. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR
NEXT RAIN EVENT AND RELIEVE
PRESSURE ON SILT FENCE. TAKE
CARE NOT TO UNDERMINE FENCING
DURING CLEANING.
3. REMOVE ALL SILT FENCE OUTLET
MATERIALS AND UNSTABLE
SEDIMENTS AND BRING THE AREA
TO SURROUNDING GRADE AND
STABILIZE ONCE UPSTREAM AREAS
HAVE BEEN PROPERLY STABILIZED.
STEEL POST
WOVEN WIRE FABRIC
HARDWARE CLOTH --
FILTER OF •57
WASHED STONE
'LI"
Y INTO SDLP GRDU�O
SECTION VIEW
lo'IAI
3' FILTER FABRIC APRON
ON GROUND
6'-- I I
a
RY 6 UPP R
E E]^E OF
II
BURY WIRE FENCE AND �� FILTER FABRIC AKRON IN TRENCH
HARDWARE CLOTH II
U
SILT FENCE OUTLET DETAIL
NOT TO SCALE
WELL VEGETATED,
GRASSY AREA
MAP
FILTER BAG
PLAN VIEW
FILTER BAG
WELL VEGETATED,
GRASSY AREA
ELEVATION VIEW
DISCHARGE HOSE
-- PUMP
INTAKE HOSE
CLAMPS
DISCHARGE HOSE
PUMP
CLAMPS
INTAKE HOSE
CONSTRUCTION NOTES:
1. FILTER BAGS MAY BE USED TO FILTER WATER PUMPED FROM DISTURBED AREAS PRIOR TO DISCHARGING TO WATERS OF THE
COMMONWEALTH. THEY MAY ALSO BE USED TO FILTER WATER PUMPED FROM THE SEDIMENT STORAGE AREAS OF SEDIMENT
BASINS.
2. THE PUMPING RATE SHOULD BE DETERMINED BY THE CONTRACTOR BASED UPON THE ACTUAL AMOUNT OF GROUNDWATER
ENCOUNTERED DURING CONSTRUCTION. PUMPING RATES WILL VARY DEPENDING ON THE SIZE OF THE FILTER BAG AND THE TYPE
AND AMOUNT OF SEDIMENT DISCHARGED TO THE BAG.
3. FILTER BAGS SHALL BE MADE FROM NON -WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, DOUBLE STITCHED "J" TYPE
SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS.
4. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES MUST BE PROVIDED. FILTER
BAGS SHALL BE REPLACED WHEN THEY BECOME 1/2 FULL. SPARE BAGS SHALL BE KEPT AVAILABLE FOR REPLACEMENT OF
THOSE THAT HAVE FAILED OR ARE FILLED.
5. BAGS SHALL BE LOCATED IN WELL -VEGETATED (GRASSY) AREAS AND DISCHARGE ONTO STABLE, EROSION RESISTANT AREAS.
WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE FLOW PATH SHALL BE PROVIDED. BAGS SHALL NOT BE PLACED ON SLOPES
GREATER THAN 5%.
6. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE MANUFACTURER AND
SECURELY CLAMPED.
7. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER,
WHICHEVER IS LESS. PUMP INTAKES SHOULD BE FLOATING AND SCREENED.
FILTER BAGS DETAIL
NOT TO SCALE
8 X 8 X18 ROUGH OAK TIMBER
TYPICAL 4'
STEEL CABLE
WETLAND TIMBER MATTING DETAIL
NOT TO SCALE
DIVERSION 4 -
RIDGE
6" -
COMPACTED EARTH
OR STONE
ENTRANCE PADS TO BE MADE OF COURSE
AGGREGATE (AASHTO NO. 1) OR TIMBER
SLAB WOOD (TYP.).
TIMBERMATS 4' DIVERSION
RIDGE
611
COMPACTED EARTH
OR STONE
APPLY ONE LAYER (TWO LAYERS IN WET J
AREAS) GEATEXTILE UNDER ENTRANCE PADS
(TYP.).
NOTES:
1. ONLY CLEARING Q
NECESSARY FOR INSTALLATION OF EQUIPMENT AND EQUIPMENT E EQUIPMENT BRIDGES MAY CROSS WATER BODIES PRIOR
Q Q
TO BRIDGE INSTALLATION. LIMIT THE CROSSING OF EACH WATERBODY TO ONE PIECE OF CLEARING EQUIPMENT.
2. INSTALL BELTED SILT RETENTION FENCE ACROSS THE DISTURBED AREA OF THE RIGHT OF WAY.
3. APPLY GEOTEXTILE UNDER ENTRANCE PADS.
4. EXCESS MUD IS TO BE REMOVED FROM THE ENTRANCE PADS AND MATS DURING CONSTRUCTION.
5. DURING FINAL CLEAN UP WHEN MATS, CULVERTS, CLEAN ROCK FILL, ETC. ARE REMOVED, INSTALL BELTED SILT RETENTION FENCE
ACROSS THE ENTIRE RIGHT OF WAY ON BOTH SIDES OF STREAM.
TEMPORARY BRIDGE CROSSING
NOT TO SCALE
GENERAL NOTES AND COMMENTS:
SYM.
r
0
BY
A
�
SANDBAGS,
y 1s,{t till ;�R$�a�A�Y ,
; � ` \ C' ���,�0 `7 �
� � , . • " �
• �� � � ,Z ' r �
� (• �
;�,
�_ �
�'� o - .� �
.fes''',. ���f 1��.,,���y�
� f�0�.� Y �� :y G ����ti 1
�`rAl,� � I �� ����
ERM NC, INC.
License #F-1223
15720 Brixham Hill Ave, Suite 120
ERM Charlotte, NC 28277 [phone]
JERSEY BARRIERS,
�0
03/10/17
08/04/17
ROAD PLATES,
SAtIIOBAGS
ETC.
-
DIRT Kw
DRAWN: NJB
08/04/17
TITLE: ATLANTIC COAST PIPELINE
EROSION AND SEDIMENT CONTROL PLAN DETAILS
c
CHECKED: _
_
APP. FORBID:
EXCAVATED TRENCH
B I
,
APP. FOR CONST.:
DISTRICT: - COUNTY: - STATE: jsl C
D►RiFaE: ACP\North Carolina\
l
I
REV.
--T
I
I
,
a
I
I
G1
I
EROSION COWTROL
i
._MEASURES TO BE
1
"KATED BELAW
APPROACH AREAS
SANDBAGS
PLAN VIE W
A
CREEK BANK
AOOR£OATE OR
SAHD&WS
1' FLUME PW
CREEK BIOTTOY ~
QCiYAflD TQM
PROPOSED PIPELAK
SECTION d'A -A"
DIRT PLUG
` EXCAVATED TRENCH
_ 8
1
I
I PROPOSED UTILITY
I
I
I.L. 1, 1. 1._1.1.1
EROSION CON"M
MEASURES TO K __
LOCATED BELOW
APPROACH AREAS
AC4114fOATE OR CREE-K BANK
SANDBAGS
FLUME PIPE
PROPOSED
PIPEUNE
SECTIO.N" "B-- B"
NOT TO SCALE
NOTES:
1. GRUBBING SHALL NOT TAKE PLACE WITHIN 50 FT OF TOP OF BANK UNTIL ALL MATERIALS REQUIRED TO COMPLETE THE
CROSSINGS ARE ON SITE AND PIPE IS READY FOR INSTALLATION.
2. PIPE CULVERT FOR FLUME AND ACCESS ROAD MAY BE ONE CONTINUOUS PIPE.
3. WATER ACCUMULATING WITHIN THE WORK AREA SHALL BE PUMPED TO A PUMPED WATER FILTER BAG PRIOR TO
DISCHARGING INTO SURFACE WATER.
4. ALL EXCESS MATERIAL SHALL BE IMMEDIATELY REMOVED FROM THE STREAM CROSSING AREA.
5. ALL DISTURBED AREAS WITHIN 50 FEET OF TOP OF BANK SHALL BE BLANKETED OR MATTED WITHIN 24 HOURS OF INITIAL
DISTURBANCE FOR MINOR STREAMS OR 48 HOURS OF INITIAL DISTURBANCE FOR MAJOR STREAMS, UNLESS OTHERWISE
AUTHORIZED.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE
IN PLACE, CONTRACTOR CAN PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED
OUTSIDE THE CHANNEL. CHANNEL BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL
BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS USING SEED MIXTURES AS SPECIFIED HEREIN.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL
BLANKET USING MANUFACTURER RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 1:
FLUME CROSSING DETAIL
NOT TO SCALE
24"
DEPTH OF
TRENCH
SECTION VIEW
ti TRENCH PLUG
SPACING
jl I
STACKED CLAY,
BENTONITE OR
CONCRETE -FILLED
SACKS
PIPE BEDDING
ELEVATION PIPE INVERT
CONSTRUCTION NOTES:
1. TRENCH PLUGS ARE REQUIRED AT ALL STREAM, RIVER, WETLAND, OR OTHER WATER
BODY CROSSINGS REGARDLESS OF TRENCH SLOPE.
2. TOPSOIL MAY NOT BE USED TO FILL SACKS.
3. TRENCH PLUG LOCATION AND SPACING SHALL BE IN ACCORDANCE WITH CONSTRUCTION
ALIGNMENT SHEETS, OR AS OTHERWISE DIRECTED BY THE EI.
TRENCH PLUG DETAIL
NOT TO SCALE
TRENCH
S�Oey
WELL VEGETATED
AREA
SPACING OF WATERBARS
(IN ACCORDANCE WITH
CONSTRUCTION
ALIGNMENT SHEETS)
PIPELINE TRENCH \
TRENCH SPOILS (TYP.)
`SLOPE BREAKER
(TYP.)
A
A'
SOIL DIVERSION BERM OR COMPOST FILTER
SOCK FOR TEMPORARY WATERBAR (SEE SOIL
18" MIN. AFTER DIVERSION BERM AND COMPOST FILTER SOCK
COMPACTIO DETAILS, THIS SHEET), SOIL DIVERSION BERM
FOR PERMANENT WATERBAR.
U MIN.
AFTER COMPACTION
FINAL GRADE
SECTION A - A'
TYPICAL LOCATION OF SEDIMENT PROPOSED
BARRIER (IF REQUIRED, SEE NOTE 5) R.O.W.
NOTES:
1. TEMPORARY SLOPE BREAKERS SHALL BE INSTALLED UPON INITIAL DISTRUBANCE OF THE SOIL. PERMANENT WATERBARS SHALL BE
INSTALLED AFTER THE TRENCH HAS BEEN BACKFILLED.
2. WATERBARS SHALL NOT DISCHARGE TO THE OPEN TRENCH AND SHOULD BE ALIGNED SO THAT DISCHARGES DO NOT FLOW BACK
ONTO THE RIGHT-OF-WAY. RUNOFF SHALL BE DIRECTED TO THE DOWNSLOPE SIDE OF THE DISTURBED AREA.
3. SLOPES GREATER THAN 30% MAY REQUIRE THE INSTALLATION OF A PARALLEL COLLECTION DITCH AND SEDIMENT TRAP AT THE
BOTTOM OF THE SLOPE IN PLACE OF WATERBARS.
4. WATERBARS MUST BE INSTALLED AT ALL PUBLIC ROADWAY AND RAILROAD CUT SLOPES.
5. IF A SUITABLE VEGETATIVE FILTER STRIP DOES NOT EXIST AT THE POINT OF DISCHARGE FOR ANY WATERBAR, A SEDIMENT BARRIER
SHALL BE PROVIDED (E.G., FILTER SOCK, SILT FENCE, OR SOIL DIVERSION BERM, SEE DETAILS, THIS SHEET)
MAINTENANCE NOTES:
1. PERIODICALLY INSPECT RIGHT-OF-WAY DIVERSIONS FOR WEAR AND AFTER EVERY HEAVY RAINFALL FOR EROSION DAMAGE.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA, AND REPAIR THE DIKE. CHECK OUTLET AREAS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN PERMANENT ROAD DRAINAGE IS ESTABLISHED AND THE AREA ABOVE THE TEMPORARY RIGHT-OF-WAY DIVERSIONS IS
PERMANENTLY STABILIZED, REMOVE THE DIKE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, AND APPROPRIATELY
STABILIZE THE DISTURBED AREA.
TYPCIAL WATERBAR AND
TEMPORARY SLOPE BREAKER DETAIL
TRENCH PLUG AND FILTER SOCK
TOP
SPOIL PILE SOIL
BELTED SILT RETENTION 0
FENCE (TYP.) TOPSOIL \ \ o
LU BUFFER ZONE IS NOT TO HAVE
0 VEGETATION REMOVED (EXCEPT
O TRENCH LINE). TREES ARE TO BE CUT
STANDBY PUMP \\\\ w z \ \\ j�\\ 0- FLUSH TO GRADE. REMOVE STUMP
2 \/\\/ ONLY IF SAFETY BECOMES A FACTO[
PUMP AND FUEL CAN PLACED FS 50' 5
� 50 _//// (BOTH SIDES OF STREAM)
IN FLUID CONTAINMENT BOX 0 LU DI F
BACKHOE �� o
25' MIN. TIMBERMAT
TOP OF BANK
_tuuj HOSE UU
STREAM FLOW 7
TRENCH ENERGY DISSIPATOR
SCREENED INLET PLUG (E.G., FILTER BAG)
TOP OF BANK BACKHOE
/ 0 25' MIN. DOWNSTREAM SANDBAG
UPSTREAM SANDBAG / COFFERDAM
COFFERDAM \ FBA-�
50'
LU
\\j\ Q
w
00 Q TOP
CLp
TOP SOIL � SOIL
SPOIL
PILE PIPE WELDED, CONIC.
COATED OR WEIGHTED
TRENCH PLUG
AND BELTED SILT
RETENTION FENCE
NOTES:
1. USE DAM AND PUMP METHOD ON NARROW WATERCOURSES WITH LIMITED STREAM FLOW TO PREVENT SEDIMENTATION AND INTERRUPTION OF STREAM FLOW
DURING CROSSING CONSTRUCTION. IF FISH PASSAGE IS A CONCERN THIS METHOD IS NOT APPROPRIATE.
2. SCHEDULE CONSTRUCTION DURING PERIOD OF LOW STREAM FLOW.
3. SET UP PUMP AND HOSE AS SHOWN, OR USE OTHER PRACTICAL ALTERNATIVES. PUMP SHOULD HAVE TWICE THE PUMPING CAPACITY OF ANTICIPATED
FLOW. HAVE STANDBY PUMP ON SITE.
4. INSTALL UPSTREAM DAM COMPOSED OF SANDBAGS OR CLEAN GRAVEL WITH PLASTIC UNDERLINING. INSTALL DOWNSTREAM DAM IF REQUIRED TO KEEP
STREAMBED DRY.
5. EXCAVATE TRENCH AND INSTALL PIPE BY LOWERING IN UNDER HOSE. MOVE HOSE AS REQUIRED OR DISCONNECT IF TEMPORARY FLOW BLOCKAGE IS
ACCEPTABLE. BACKFILL TRENCH.
6. DISMANTLE DOWNSTREAM DAM, THEN UPSTREAM DAM. KEEP PUMP RUNNING TO MAINTAIN FLOW.
7. MONITOR DAM AND PUMP FOR PROPER OPERATION THROUGHOUT THE CROSSING INSTALLATION.
8. IN HIGH QUALITY (HQ) OR EXCEPTIONAL VALUE (EV) STREAMS, USE 12" FILTER SOCK IN PLACE OF SILT FENCE.
9. ENSURE DISTURBED AREAS ARE SEEDED AND MULCHED USING SEED MIXTURES AS SPECIFIED IN THE INCLUDED TABLE.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE IN PLACE, CONTRACTOR CAN
PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED OUTSIDE THE CHANNEL. CHANNEL
BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS AT THE RATE OF 15 LBS./ACRE WITH 'RIPARIAN BUFFER MIX' BY ERNST CONSERVATION SEEDS (MIX ERNMIX-178) OR
APPROVED EQUAL.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL BLANKET USING MANUFACTURER
RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 2:
DAM AND PUMP DETAIL
NOT TO SCALE
TOP OF SILT
MUST BE AT
ABOVE THE l
THE WASHED
NOTES.
I. REMOVE SEDIMENT *HEN HALF OF STONE OJTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO E4S.1RE DENATERING_
NOT TO SCALE
MAINTENANCE NOTES:
1. INSPECT SILT FENCE OUTLETS AT
LEAST ONCE PER WEEK AND
AFTER EACH SIGNIFICANT
(0.5 -INCH OR MORE) RAINFALL
EVENT. MAKE REPAIRS
IMMEDIATELY.
2. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR
NEXT RAIN EVENT AND RELIEVE
PRESSURE ON SILT FENCE. TAKE
CARE NOT TO UNDERMINE FENCING
DURING CLEANING.
3. REMOVE ALL SILT FENCE OUTLET
MATERIALS AND UNSTABLE
SEDIMENTS AND BRING THE AREA
TO SURROUNDING GRADE AND
STABILIZE ONCE UPSTREAM AREAS
HAVE BEEN PROPERLY STABILIZED.
STEEL POST
WOVEN WIRE FABRIC
HARDWARE CLOTH --
FILTER OF •57
WASHED STONE
'LI"
Y INTO SDLP GRDU�O
SECTION VIEW
lo'IAI
3' FILTER FABRIC APRON
ON GROUND
6'-- I I
a
RY 6 UPP R
E E]^E OF
II
BURY WIRE FENCE AND �� FILTER FABRIC AKRON IN TRENCH
HARDWARE CLOTH II
U
SILT FENCE OUTLET DETAIL
NOT TO SCALE
WELL VEGETATED,
GRASSY AREA
MAP
FILTER BAG
PLAN VIEW
FILTER BAG
WELL VEGETATED,
GRASSY AREA
ELEVATION VIEW
DISCHARGE HOSE
-- PUMP
INTAKE HOSE
CLAMPS
DISCHARGE HOSE
PUMP
CLAMPS
INTAKE HOSE
CONSTRUCTION NOTES:
1. FILTER BAGS MAY BE USED TO FILTER WATER PUMPED FROM DISTURBED AREAS PRIOR TO DISCHARGING TO WATERS OF THE
COMMONWEALTH. THEY MAY ALSO BE USED TO FILTER WATER PUMPED FROM THE SEDIMENT STORAGE AREAS OF SEDIMENT
BASINS.
2. THE PUMPING RATE SHOULD BE DETERMINED BY THE CONTRACTOR BASED UPON THE ACTUAL AMOUNT OF GROUNDWATER
ENCOUNTERED DURING CONSTRUCTION. PUMPING RATES WILL VARY DEPENDING ON THE SIZE OF THE FILTER BAG AND THE TYPE
AND AMOUNT OF SEDIMENT DISCHARGED TO THE BAG.
3. FILTER BAGS SHALL BE MADE FROM NON -WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, DOUBLE STITCHED "J" TYPE
SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS.
4. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES MUST BE PROVIDED. FILTER
BAGS SHALL BE REPLACED WHEN THEY BECOME 1/2 FULL. SPARE BAGS SHALL BE KEPT AVAILABLE FOR REPLACEMENT OF
THOSE THAT HAVE FAILED OR ARE FILLED.
5. BAGS SHALL BE LOCATED IN WELL -VEGETATED (GRASSY) AREAS AND DISCHARGE ONTO STABLE, EROSION RESISTANT AREAS.
WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE FLOW PATH SHALL BE PROVIDED. BAGS SHALL NOT BE PLACED ON SLOPES
GREATER THAN 5%.
6. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE MANUFACTURER AND
SECURELY CLAMPED.
7. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER,
WHICHEVER IS LESS. PUMP INTAKES SHOULD BE FLOATING AND SCREENED.
FILTER BAGS DETAIL
NOT TO SCALE
8 X 8 X18 ROUGH OAK TIMBER
TYPICAL 4'
STEEL CABLE
WETLAND TIMBER MATTING DETAIL
NOT TO SCALE
DIVERSION 4 -
RIDGE
6" -
COMPACTED EARTH
OR STONE
ENTRANCE PADS TO BE MADE OF COURSE
AGGREGATE (AASHTO NO. 1) OR TIMBER
SLAB WOOD (TYP.).
TIMBERMATS 4' DIVERSION
RIDGE
611
COMPACTED EARTH
OR STONE
APPLY ONE LAYER (TWO LAYERS IN WET J
AREAS) GEATEXTILE UNDER ENTRANCE PADS
(TYP.).
NOTES:
1. ONLY CLEARING Q
NECESSARY FOR INSTALLATION OF EQUIPMENT AND EQUIPMENT E EQUIPMENT BRIDGES MAY CROSS WATER BODIES PRIOR
Q Q
TO BRIDGE INSTALLATION. LIMIT THE CROSSING OF EACH WATERBODY TO ONE PIECE OF CLEARING EQUIPMENT.
2. INSTALL BELTED SILT RETENTION FENCE ACROSS THE DISTURBED AREA OF THE RIGHT OF WAY.
3. APPLY GEOTEXTILE UNDER ENTRANCE PADS.
4. EXCESS MUD IS TO BE REMOVED FROM THE ENTRANCE PADS AND MATS DURING CONSTRUCTION.
5. DURING FINAL CLEAN UP WHEN MATS, CULVERTS, CLEAN ROCK FILL, ETC. ARE REMOVED, INSTALL BELTED SILT RETENTION FENCE
ACROSS THE ENTIRE RIGHT OF WAY ON BOTH SIDES OF STREAM.
TEMPORARY BRIDGE CROSSING
NOT TO SCALE
GENERAL NOTES AND COMMENTS:
SYM.
DATE
BY
REVISION INFORMATION
PROJECT/TASK
APP.
y 1s,{t till ;�R$�a�A�Y ,
; � ` \ C' ���,�0 `7 �
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�`rAl,� � I �� ����
ERM NC, INC.
License #F-1223
15720 Brixham Hill Ave, Suite 120
ERM Charlotte, NC 28277 [phone]
1
Atlantic Coast �1 eline LLC
�0
03/10/17
08/04/17
NJB
WTS
ISSUED FOR REVIEW
ISSUED FOR REVIEW
-
-
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
DRAWN: NJB
08/04/17
TITLE: ATLANTIC COAST PIPELINE
EROSION AND SEDIMENT CONTROL PLAN DETAILS
CHECKED: _
_
APP. FORBID:
APP. FOR CONST.:
DISTRICT: - COUNTY: - STATE: jsl C
D►RiFaE: ACP\North Carolina\
GROUP
-
DWG. NO.
5 O F 7
REV.
scALE: AS NOTED

Operation & Maintenance Agreement
Project Name:
Project Location:
Addington Crossing
5416 Hudson Church Road
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & corresponding O&
Bioretention Cell Quantity:
Dry Detention Basin Quantity:
Grassed Swale Quantity:
Green Roof Quantity:
Infiltration Basin Quantity:
Infiltration Trench Quantity:
Level Spreader/VFS Quantity:
Permeable Pavement Quantity:
Proprietary System Quantity:
Rainwater Harvesting Quantity:
Sand Filter Quantity:
Stormwater Wetland Quantity:
Wet Detention Basin Quantity:
Disconnected Impervious Area Present
User Defined BMP Present: :WN,
4
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
* Responsible Party
Title & Organization,
Street address.
City, state, zip:
Phone number(s):
Email:
Signature: I Date: Z 7,
/Y/OA) ,aNotary Public for the State o�ff � Na2i�ii C/"OIIu1,4
County of J�fif p!—k i io y/o Cc'f (/ , do hearby certify that (yLl 41t)J d A V S 0,4)
personally appeared before me this 97 day of �(ANt .2o! i and
acknowledge the due execution of they Op�errgons and Ma/i9tenance Aciregi nt.
Witness m iaW and official seal, —/�
�YAYY6iae. b
'
01 P, 2 s
pOMMIS9�Ee PIPES z.
PU500 J?
FNBLj \� My commission expires
STORM -EZ 6/2612017
Version 1.4 O&M Manual Page 1 of 3

ENVIRONMENTAL• GEOTECHNICAL
BUILDING SCIENCES • MATERIALS TESTING
July 21, 2017
Mr. Robert Cash, P.E.
Cardno
9800 Southern Pines Blvd. Suite I
Charlotte, INC 28273
7606 Whitehall Executive Center Drive, Suite 800
Charlotte, NC 28273
[phone] www.atcgroupservices.com
RE: Report of Seasonal High Water Table Evaluation
Potter Road Site
Wesley Chapel, North Carolina
Dear Mr. Cash:
Based on ATC's review of the Preliminary Geotechnical Report prepared by others and dated February 10,
2016, our review of the area topographical map, and our experience in the Piedmont area of North
Carolina, we provide the below Estimated Seasonal Water Table Elevations for the proposed Detention
Ponds planned for the site.
Detention Pond Location
Estimated Seasonal High Groundwater Elevation, ft.
Bio -retention Basin #1 (TP -4)
608
Blo-retention Basin #2 (TP -3)
585
Bio -retention Basin #3 (TP -2)
580
Bio -retention Basin #4 (TP -1)
580
If a "Final Geotechnical Report' is prepared for the site, we recommend the installation of temporary
monitoring wells in the area of the proposed detention ponds in order to verify the elevations provided
herein.
Respectfully Submitted,
ATC Associates of N.C., P.C.
Joseph G.Schold, P.E.
Principal Geotechnical Engineer
Reg. NC No. 21736
[e-mail]

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\ I I I 614 ----------
\ 615 / Z/
//// 620// I --
____� 616
617
_ f
OUTLET STRUCTURE
I \ (SEE DETAIL THIS SHEET—
I
rC�EA�OUT/r /
__----
Ir� 1
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BIORETENTION r—
// POND #1
52' 10,
INiENA
i
ROC4 FORE6AY / % ASEWN
/ / / / /' / 4 / 3:1
RIP RAP APRON
Lu
of 2� y�` / HW 100
H 100A
6/6
N �61p'_ I I I 1
DRY DETENTION BASIN #1
FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
8-10% FINES (SILT AND CLAY)
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
* CONTRACTOR TO ENSURE MIX HAS A P -INDEX
BETWEEN 10 AND 30.
* CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE).
RIP RAP BERM
BOTTOM ELEVATION d50=6", CLASS B 3,
OF PRETREATMENT ELEV. 616.00
FOREBAY CLEAN OUT PIPE TO
--- ---- BE CAPPED ---------- 100 YR. STORM ELEVATION: 616.33
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
__________ _______________ __ ___ ___________------- 50 YR. ST ORMELEVATION:616.20_________
_ _ _ 25 YR. ORM ELEVATION: 616.04
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — _y — — — — — — — — — — — — — — — — —
----------------------- ----- — 10 YR. STORM ELEVATION_ 615.76 -
- — — — — — — — — — — — — — — — — — — —
-----------4--------------- — — — — —WATERQUALITYDETENTIONELEVATION:614.93 — — — —
i _ SURFACE ELEVATION: 614.00
------------
SHWT ELEVATION: 608
4" PERFORATED UNDERDRAIN @ 0.50%�
AASHTO M288 CLASS 2 NON -WOVEN
GEOTEXTILE FILTER FABRIC
8" OF WASHED STONE
UNDERDRAIN OUTLET
TO CONNECT
INTO STRUCTURE'
INV = 610.83
BIORETENTION POND #1 CROSS SECTION
NOT TO SCALE
WEIR EL.= 614.93
r-
D• D
'• t01:'8F PIPIE „
_ D ► ELEV = 612.50
• D ►
• 2�'• i
TOP OF BOX
ELEV. 617.20
TOP OF BERM
ELEV = 617.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 616.00
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL \
STRUCTURE SEE DETAIL
THIS SHEET -
WEIR ON ALL FOUR (4)
SIDES
KEY RIP RAP MINIMUM
DEPTH OF 2'
'1 0
4" PVC
INV. IN=610.83
UNDERDRAIN TIE-IN
4.0'
4.0'
O� OP \
IANDLE
MANHOLEFRAME
AND LID TO BE
PLACED DIRECTLY
OVER STAIRS o
ELEVATED TOP
P -�
614.93 /
1\0
oQ
Op'P\
NOTE:
1. CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES.
(REFER TO PLAN SHEET FOR SIZE AND LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
INV = 610.83
NOTES
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
NOT TO SCALE
617.20
SEEPAGE COLLAR
24" RCP
INV. OUT=610.58
LEGEND
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ROBERT L. CASH, P.E.
NC LICENSE No. 033448
DATE 107/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 1 DETAIL
SHEET NUMBER
C-509

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— — — — — — —
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CREEK
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STRUCTURE 53
(SEE DETAIL
CLEANOUT THIS SHEET)
M ST
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RDRAIN TIE -$N
FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
RIP RAP BERM
d50=6" CLASS B
SC250 LINER
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
8-10% FINES (SILT AND CLAY)
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
* CONTRACTOR TO ENSURE MIX HAS A P -INDEX
BETWEEN 10 AND 30.
* CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE).
BOTTOM ELEVATION ELEV. 595.00 3'
OF PRETREATMENT
FOREBAY CLEAN OUT PIPE TO
ELEV. 593.00 BE CAPPED 100 YR. STORM ELEVATION: 595.62
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 5 — — — — — — — — — — — — — — — — — — —
_______________ _ 50YR.STORMELEVATION:595.44
���----------------------- --- --------------------- 25 YR. STORM ELEVATION: 595.26---------
______ —_7_b4_R._�'ai�1Gf�CE4_A7fOf�_535.bf—_—_—_—_—_----
RO WATER QUALITY DETENTION ELEVATION: 594.03
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SURFACE ELEVATION: 593.00
— — — — — — —
WEIR EL.= 594.03
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• D ►
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TOP OF BOX
ELEV. 597.03
TOP OF BERM
ELEV = 598.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 597.00
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET - WEIR ON
ALL FOUR (4) SIDES
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTE:
1. CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES.
(REFER TO PLAN SHEET FOR SIZE AND LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
NOT TO SCALE
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www.nc811.or9
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— — — — — — — — — — — — — --
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8" OF WASHED STONE INV = 589.83
NOTES
4' PERFORATED UNDERDRAIN @ 0.50% UNDERDRAIN OUTLET 1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
GEOTEXTILE FILTER FABRIC INTO STRUCTURE 2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INV = 589.83
INFILTRATION RATE IS AT LEAST 1 IN/R.
BIORETENTION POND #2 CROSS SECTION 0 10 20 40
NOT TO SCALE
1 INCH = 20 FEET
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•••:GINE:•' .T i
ROBERT L. CASH, P.E.
NC LICENSE No. 033448
DATE 107/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 2 DETAIL
SHEET NUMBER
C-51 0

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FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
3'
RIP RAP BERM
BOTTOM ELEVATION d50=6", CLASS B
ELEV. 587.00
OF PRETREATMENT
FOREBAY
ELEV. 585.00
M
— — — — — — — — — — — — — — — — — — �E
--------------
\�\ SHWT ELEVATION:
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
8-10% FINES (SILT AND CLAY)
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
• CONTRACTOR TO ENSURE MIX HAS A P -INDEX
BETWEEN 10 AND 30.
• CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE). /
CLEAN OUT PIPE TO ' • t ' '•
BE CAPPED
100 YR. STORM ELEVATION: 586.96
— — — — — — — — — — — — — — — — — — — — — — TO — — — — — — 701`75T6 — — — — — — — — — — — — — — — — — •.
_YR.STORMELEVAT85 _______ ,
25 7R. -TT ORM ELEVATION: 586.73_
10 YR. STORM ELEVATION: 586.55 _
-------------- -------------------------- �n/EfFfEL.==5$575 •:
— — — — WATER QUALITY DETENTION ELEVATION: 585.63
• 11 �• P
SURFACE ELEVATION: 585.00 ► ►
aw' '• TOF'OF PIPt
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2.50'. ' ; n
1 �. : • 3�'• • i
FPER'FORA
8" OFWASHED STONETED UNDERDRAIN @ 0.50%
UNDERDRAIN OUTLET —
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT
GEOTEXTILE FILTER FABRIC INTO STRUCTURE
INV. = 581.83
BIORETENTION POND #3 CROSS SECTION
NOT TO SCALE
TOP OF BOX
ELEV. 588.75
TOP OF BERM
ELEV = 588.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 587.00
INV = 581.83
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET - WEIR ON
ALL FOUR (4) SIDES
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTES
1� r
1.0 .
/
5.75 1 0
585.75
4" PVC
INV. IN=581.83
tOP
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MANHOLE FRAME
AND LID TO BE
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OVER STAIRS o
ELEVATED TOP
VOQ
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NOTE:
1. CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES.
(REFER TO PLAN SHEET FOR SIZE AND LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
NOT TO SCALE
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
588.75
LEGEND
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PROPERTY LINE
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033448
ROBERT L. CASH, P.E.
NC LICENSE No. 033448
DATE 07/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 3 DETAIL
SHEET NUMBER
C-51 1

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1 CORE (REFER TO PIIAN SHGS O ET FOR IZE AND TE PROPOSED
LOCATION OF PIPE)
TYPICAL CONCRETE OPEN THROAT DETAIL
7.sVWT ELEVATION: 580.
8" OF WASHED STONE
4" PERFORATED UNDERDRAIN @ 0.50% 7UNDERDRAIN OUTLET
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT
GEOTEXTILE FILTER FABRIC INTO STRUCTURE
INV. = 581.83
BIORETENTION POND #4 CROSS SECTION
NOT TO SCALE
TOP OF BOX
ELEV. 589.15
TOP OF BERM
ELEV = 589.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 588.00
INV = 581.83
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTES
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
NOT TO SCALE
LEGEND
2' OF FILL SOIL MEDIA MIX*:
75-85% MEDIUM TO COARSE WASHED SAND
FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RIGHT-OF-WAY (ROW)
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
8-10% FINES (SILT AND CLAY)
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL CONDITIONS.
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES
CONTRACTOR SHALL SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND
* CONTRACTOR TO ENSURE MIX HAS A P -INDEX
RECEIVE APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
BETWEEN 10 AND 30.
*
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
CONTRACTOR TO CONSULT WITH ENGINEER FOR ANY
—
MEDIA ALTERNATIVES (SUCH AS CAROLINA STALITE).
BOTTOM ELEVATION RIP RAP BERM
DRAINAGE EASEMENT
OF PRETREATMENT d50=6", CLASS B 3
SANITARY SEWER EASEMENT
FOREBAY ELEV. 587.00 CLEAN OUT PIPE TO
FEMA 100 YEAR FLOODPLAIN
ELEV. 585.00 BE CAPPED
CREEK
—
100 YR. STORM ELEVATION: 587.69
------------------------- --- ---------------------
— — — — — — — — — — — — — — — — — — — — — — — — — — — - — — —
--------------------
— — — 50 YR. STORM ELEVATION: L---------7.38 , . •,
— — — SL— — — — — —
- - -
YR. STORM ELEVATION: 587.19 ,— L
-----------— — — — — — — — — — — — — — — -------------- -----
— — — — — — — — — — — — — — — — — — — — — — 9 — — — — — — — — — — — — — — - — —
—25 --------- — -
— — 10 YR. STORM ELEVAL.------ON: 586.94 '
— — — — — — — — — — — — — — — — — — — —
^
WATER QUALITY DETENTION ELEVATION: 585.98 WEIR EL.= 585.98
— — — — — — — — — — — — — — — — — — — r7` — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — — — — — — —
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SURFACE ELEVATION: 585.00 ► ►
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4" PERFORATED UNDERDRAIN @ 0.50% 7UNDERDRAIN OUTLET
AASHTO M288 CLASS 2 NON -WOVEN TO CONNECT
GEOTEXTILE FILTER FABRIC INTO STRUCTURE
INV. = 581.83
BIORETENTION POND #4 CROSS SECTION
NOT TO SCALE
TOP OF BOX
ELEV. 589.15
TOP OF BERM
ELEV = 589.00
TOP OF EMERGENCY
SPILLWAY
ELEV = 588.00
INV = 581.83
31
RIP RAP
d50=6", CLASS B
OPEN THROAT CONTROL
STRUCTURE SEE DETAIL
THIS SHEET
KEY RIP RAP MINIMUM
DEPTH OF 2'
NOTES
1. NO MECHANICAL COMPACTION: DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED.
2. MEDIA MAINTENANCE: MAINTAIN MEDIA SUCH THAT
INFILTRATION RATE IS AT LEAST 1 IN/R.
NOT TO SCALE
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LEE
PROPERTY LINE
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033448
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ROBERT L. CASH, P.E.
INC LICENSE No. 033448
DATE 07/27/2017
DRAWN I HK
DESIGNED JW
CHECKED RC
PROJECT # CALATL1603
SHEET TITLE
BASIN 4 DETAIL
SHEET NUMBER
C-512

Ex -1 Ex -2
Ex WS Ex -2
Ex -HH
Ex HH
XCP1 Ex -PR
XCPI (new Subcat)
Subcat Reach on Link
BP -1 DR -1 DET1
(BP 2)
et 7
DET2
Det -2
P-1
�7�.IPond 2
CP3 DR -2
Culvert\\\\2J DR -2
CP1
CPI
DET3
/ Det 3
P-3 LLLCCC
Det Pond 3
BP -4
Basin T

USI Revision WS1 Detention R
Prepared by Cardno
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC
Printed
8/15/2017
Page 2
Pipe Listing
(all nodes)
Line#
Node
In -Invert
Out -Invert
Length
Slope
n
Diam/Width
Height
Inside -Fill
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1
BP -1
0.00
0.00
492.0
0.0103
0.013
36.0
0.0
0.0
2
DET1
0.00
0.00
138.0
0.0057
0.013
24.0
0.0
0.0
3
DET2
0.00
0.00
944.0
0.0200
0.013
24.0
0.0
0.0
4
DET3
0.00
0.00
586.0
0.0100
0.013
24.0
0.0
0.0
5
P-1
610.83
610.58
45.2
0.0055
0.013
24.0
0.0
0.0
6
P-2
589.83
589.33
43.8
0.0114
0.013
36.0
0.0
0.0
7
P-3
581.83
581.58
33.0
0.0076
0.013
30.0
0.0
0.0

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment BP -1: BP -1
Runoff = 26.58 cfs @ 12.27 hrs, Volume= 115,438 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 4
Subcatchment BP -1: BP -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
26:/
26.58
cfs
_�
�
�e 124�hr
y�
❑Runoff
-I
24
I
I
I
1 "- e4 Rei nfal L:5.20"
22
+
--R nq" _I_= 5.71 $-�ac
20
18
J
—1
1
L
L
q =X15.438-cf
-Ru -o - -I -
u 16
c 14
t
t
e;h=2.02"
Olov� Lin -ih-=-' ,6t4'
LL 12
L
L
L -Tc-30-01 nein
10
8:/
—-rl
rt
rt
l l l rt
6:/
t-
4
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment BP -2: BP -2
Runoff = 66.42 cfs @ 12.20 hrs, Volume= 267,721 cf, Depth= 1.64"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
Subcatchment BP -2: BP -2
Hydrograph
I
70-//66.42 cfs
65 ype 11 24 r
60 1"- ea% Riinfa11:�5.2F�"
55 - --�unof -�L a=451153-�ac
50
45 1 —Rr�ff-Volt me=2�7, 21 c
N -Run-o"e t2.�4"
40 -I1" Lin ih �,4tW
0 35
LL 30 L L 1 -Tc-52503 Min
25
20
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment BP -4: Basin T
Runoff = 3.29 cfs @ 12.14 hrs, Volume= 11,732 cf, Depth= 1.28"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unsaved Kv= 16.1 fas
18.9 1,153 Total
N
3
0
LL
0
Subcatchment BP -4: Basin T
Hydrograph
3.29 cfs
Type II 24 -hr
10 -Year Rainfall=5.20"
Runoff Area=109,957 sf
Runoff Volume=11,732 cf
Runoff Depth=1.28"
Flow Length=1,153'
Tc=18.9 min
CN=58
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment DET1: Det 1
Runoff = 14.39 cfs @ 11.98 hrs, Volume= 29,745 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
15
14
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
1lyp 1+24 -hr
13d�aK
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
Rnf�11�5.2�0"
11
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
10
1
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
R�nc ff Yolk mp =�9,745�qf �
n= 0.013
6.5 488 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET1: Det 1
Hydrograph
16
15
14
14.39
cfs
1lyp 1+24 -hr
13d�aK
Rnf�11�5.2�0"
11
rt
t
Ru1.".I. Asea` =176,424-�sf r
10
1
R�nc ff Yolk mp =�9,745�qf �
9
— — Runoff-Depth=-2.02"
LL $
- Flo�v��en�gthl=488'
6
1 rt
rt
fit-
l - - IT6=6-.� nihn r
5
I i -4 4
4
3
1
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment DET2: Det -2
Runoff = 36.26 cfs @ 12.02 hrs, Volume= 83,550 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
40
Sheet Flow, Sheet
+-r
t t Runoff
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
32 _
1 -1
-T
7
T
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
I
Shallow Concentrated Flow, Gutter
�
I_ Ru ti -off Are�4�5, 48L f
26
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
1
Runoff -Depth= -2.02'
0 201�Ow
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
14
12
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
Subcatchment DET2: Det -2
Hydrograph
40
+-r
t t Runoff
38 36.26 cfs
36 -
I -
rt
rt
-r
fi
- - - - II -24 -hr
32 _
1 -1
-T
7
T
�
yp
A(j Y��IRainfalls .216"
30 -
28
1
Z
I
L
�
I_ Ru ti -off Are�4�5, 48L f
26
Runoff olu 3 "f
24
22
1
Runoff -Depth= -2.02'
0 201�Ow
LL 18
16
- -1 - �Tc�:9� rritn
14
12
10
8-
6
4 I
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment DET3: Det 3
Runoff = 23.46 cfs @ 12.02 hrs, Volume= 56,519 cf, Depth= 2.97"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
cfs
-
-
-
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
-
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
20
19
18
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
-T
-7
T7
T7
n= 0.013
10.5 936 Total
■Runoff
Subcatchment DET3: Det 3
Hydrograph
26
2a
23
23.46
cfs
-
-
-
-
–
-
—
—IY 1124 r
2;
-
I—
-16 -furl Rahn6l l�5.26"
20
19
18
1 7
-T
-7
T7
T7
RuOD#Areap=48,""f
;6
-
t
I�
�6, f
w 15
6Y°��
Run-off-Depo- h Q.97"
0 12
_
i=1a�ven�gth96'
11
10
-
-4
J-
fc=-A 0.6 r>i+n
8
7
_
t
5
I -44
;I
4 4-
1
0
0
5 10
15
20
25
30
35 40
45
Time
50 55
(hours)
60 65 70 75 80 85 90 95
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment DR -1: DR -1
Runoff = 31.35 cfs @ 11.96 hrs, Volume= 62,093 cf, Depth= 2.97"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf)
CN Description
250,493
79 1 acre lots, 20% imp, HSG C
200,394
80.00% Pervious Area
50,099
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry,
Subcatchment
DR -1: DR -1
Hydrograph
❑Runoff
325
cfs
iy
30
28
-L
L
L
r
p� 1124hr
L26 ali�n#11��5.2��•
tI
t-
r- fj• u Are- �2.50,4"Qq�f
24
22
,8
Runoff -Depth 2.97'
�II
STC --5.6 rrin
16
LL 14
+
d1=�9
12
10
1
:11L
8
4
All
t
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment DR -2: DR -2
Runoff = 20.30 cfs @ 11.96 hrs, Volume= 40,204 cf, Depth= 2.97"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
162,192
79 1 acre lots, 20% imp, HSG C
129,754
80.00% Pervious Area
32,438
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry,
Subcatchment
DR -2: DR -2
Hydrograph
❑Runoff
2120.30
cfs -
-
-
-
1
20
Y I F24� r
19
18
-1
I
I
:EE
E 146-Y�a-I "nfi11�526
17
16
—
—1
4
4
k- RUArea�='I-$2J92-Sf
14
I
t
t
�
1�r4 �� - O, J4�cf
X 12
Runoff-De�h=2.97••
3 11
- 1
I �T-5� rWM
LL 10
9
4
--t4 C N=ft9
8
7
l -
-
-
t--
l l l -1- fi
6
-
-
-
5
4
-I ::11
1
LE:
[I I I I A a 11:
3
2
4
1
0
0 5 10
15 20 25
30
35 40
45
50
55 60 65 70 75 80 85 90 95
Time
(hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 106.30 cfs @ 12.20 hrs, Volume= 424,141 cf, Depth= 1.71"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
-1 1 -
+
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
-
= -
-
-
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
- t
4+-
I
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
I
w
0
LL
Subcatchment Ex -1: Ex WS #1
Hydrograph
106.30 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
-tya-- 11 1% 1
-1 1 -4
-
1
1 -410-Yea# "nfall=54!'
-1 1 -
+
I �u-goff-j"a=?,9T3,Q921-s#
��nolff�oi� 1-cf
gunoff e4
-
= -
-
-
I I TIlovy Lein glih=;466'
- -
-
- I
I - I -1 :I Ic�25.11"Odn
- t
4+-
I
I 1--- 7
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment Ex -2: Ex -2
Runoff = 19.08 cfs @ 12.26 hrs, Volume= 82,757 cf, Depth= 2.19"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.7
150
0.0430
0.12
Sheet Flow, Shallow
20
19
19.08
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
1
Shallow Concentrated Flow, Shallow
18
17
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
j
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
1 "`.I' ea` = 7
13
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
�AT
��Sf
w 12
0 19
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment Ex -2: Ex -2
Hydrograph
20
19
19.08
cfs
—1
-T
--r
-r
1
4yp� II 2 4 --hr
18
17
-46- I 6nII�J.2n
16
15
j
1 "`.I' ea` = 7
13
�AT
��Sf
w 12
0 19
fi
RunoffMeoh=2.19"
I_ _IbV1Fl Le�ngh,43'
7 /
6
��1-L
r
ia
5
4
4 4-
3
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 17.77 cfs @ 12.26 hrs, Volume= 77,837 cf, Depth= 2.19"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
19
18
17.77 cfs
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
Subcatchment Ex -HH: Ex HH
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I —4
■Runoff
19
18
17.77 cfs
—I iyp� 1124--thr
17
1615
I— Ind-�F�a�IRinfll.2�'•
14
I— RuArea�:4Z7X4�sf
13
12
Y_ I /�f
w 11
Runoff-Depfh=2.19"
10-r
0
I W Uel - EE -i 2V8
LL 7
7
-
1 1 --4-
5
5
4
1
-4
4-
11 1 I --4 4
3
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 7.61 cfs @ 11.90 hrs, Volume= 12,735 cf, Depth= 1.28"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
119,354 58 Meadow, non -grazed, HSG B
119,354 100.00% Pervious Area
Subcatchment Ex -PR: (new Subcat)
Hydrograph
8 7.61 cfs
Typ� 1124 hr
1 1 d-Y�ar IRainf�11=15.210"
6 1 I Runoff Areap119,15+sf
5 rF F -R4Y°[#"1e-2'5f
Runoff Depth=1.28"
0 4 Tc-O.rrn
U-
CN=%8
3
-1 A I L L
2
0
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 16
Summary for Pond P-1: Det Pond 1
Inflow Area = 176,424 sf, 20.00% Impervious, Inflow Depth = 2.02" for 10 -Year event
Inflow = 14.39 cfs @ 11.98 hrs, Volume= 29,745 cf
Outflow = 9.83 cfs @ 12.05 hrs, Volume= 25,995 cf, Atten= 32%, Lag= 3.9 min
Primary = 9.83 cfs @ 12.05 hrs, Volume= 25,995 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 615.76' @ 12.05 hrs Surf.Area= 5,478 sf Storage= 7,874 cf
Plug -Flow detention time= 97.4 min calculated for 25,995 cf (87% of inflow)
Center -of -Mass det. time= 35.7 min ( 883.4 - 847.7 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=9.82 cfs @ 12.05 hrs HW=615.76' (Free Discharge)
L1=Culvert (Passes 9.82 cfs of 29.97 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 9.82 cfs @ 2.98 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=614.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R
Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno
Printed
8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC
Page 17
Pond P-1: Det
Pond 1
Hydrograph
T
T 1— _J
14.39 cfs
■ Inflow
outflow
_
Incl" 4re�=i 76i 44t4�f
IN Primary
16 /
f
■ Secondary
15 /
I —Pe-Ok 11-I0"64 5.716'
14 /
13
Storagin=7,$74 f
/
12
11 / 9.83 cfs
_
4 11
10 /
9
-4
-k
1 -
1 1-1 A 4-
.44 /
LL /
X
4- 1
1 I
7 /
6 /
L L
5
-
—
—
3 /
2
0.00 cfs
0
0 5 10 15 20 25
30 35 40
45 50 55 60
65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 18
Summary for Pond P-2: Det Pond 2
Inflow Area = 495,548 sf, 20.00% Impervious, Inflow Depth = 2.02" for 10 -Year event
Inflow = 36.26 cfs @ 12.02 hrs, Volume= 83,550 cf
Outflow = 31.97 cfs @ 12.06 hrs, Volume= 77,724 cf, Atten= 12%, Lag= 2.6 min
Primary = 31.97 cfs @ 12.06 hrs, Volume= 77,724 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.01' @ 12.06 hrs Surf.Area= 9,300 sf Storage= 13,406 cf
Plug -Flow detention time= 56.6 min calculated for 77,716 cf (93% of inflow)
Center -of -Mass det. time= 19.1 min ( 869.4 - 850.3 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=31.94 cfs @ 12.06 hrs HW=595.01' (Free Discharge)
LrCulvert (Passes 31.94 cfs of 65.32 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 31.94 cfs @ 3.25 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 19
Pond P-2: Det Pond 2
Hydrograph
fi l -F I-� t t- l I n t
36.26 cfs
40
;
Inflow Are6=496,548 4
38/
36
31.97 cfs f
- Peak Elev=595.01' {
32
/
_Storage=13,4o6f
28
i
11� + 4- 11 - 1
26
/
y 24
v 2220
/
/
fi
fi i
LL18
/
1
16
14
/
/
111
4--
11--1 4- 11 - 1
12
/
10II
rt
rt lI rt 1
i ,ice%ziiiiiiiiM,00iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiM.WN=11MMMI,
LInflow
ary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 20
Summary for Pond P-3: Det Pond 3
Inflow Area = 228,009 sf, 20.00% Impervious, Inflow Depth = 2.97" for 10 -Year event
Inflow = 23.46 cfs @ 12.02 hrs, Volume= 56,519 cf
Outflow = 18.88 cfs @ 12.08 hrs, Volume= 50,081 cf, Atten= 20%, Lag= 3.7 min
Primary = 18.88 cfs @ 12.08 hrs, Volume= 50,081 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.55' @ 12.08 hrs Surf.Area= 10,463 sf Storage= 14,314 cf
Plug -Flow detention time= 91.6 min calculated for 50,076 cf (89% of inflow)
Center -of -Mass det. time= 35.2 min ( 859.0 - 823.8 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=18.86 cfs @ 12.08 hrs HW=586.55' (Free Discharge)
L1=Culvert (Passes 18.86 cfs of 44.05 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 18.86 cfs @ 2.94 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 21
EMI
LInflow
ary
Pond P-3: Det Pond 3
Hydrograph
T7
T T T T
/
23.46 cfs
Inflow Area=228,069 sf
26
24/
T
T
Peak Elev=586.55'
22
/
18.88 cfs
Storage 14,314 cf
20
—
18
/
T
T
I T
T T 1-1 T T
/
H
T 1-1-1
4--1
1
X14
/
1
1 1
1 1 1
1 1 1I
_012
LL 10
/
8:/
6/
1 1 1
1 1 1 1 1 1
EMI
LInflow
ary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 22
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 1.94" for 10 -Year event
Inflow = 140.15 cfs @ 12.11 hrs, Volume= 639,256 cf
Primary = 140.15 cfs @ 12.11 hrs, Volume= 639,256 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 23
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 1.85" for 10 -Year event
Inflow = 119.25 cfs @ 12.15 hrs, Volume= 548,970 cf
Primary = 119.25 cfs @ 12.15 hrs, Volume= 548,970 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 24
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 1.82" for 10 -Year event
Inflow = 142.07 cfs @ 12.22 hrs, Volume= 584,735 cf
Primary = 142.07 cfs @ 12.22 hrs, Volume= 584,735 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment BP -1: BP -1
Runoff = 37.11 cfs @ 12.25 hrs, Volume= 158,349 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 26
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Subcatchment BP -1: BP -1
Hydrograph
1
-4
--k
Z-
4 +
❑Runoff
s$ 37.11
cfs
1
-4-4-
11 1 1 �Y� �4-hr
+
+-2
- i eaf �lnfall�.10n
32
30-1
1
t
t
t
I— 1 -4�unP"r�a=�5.17�1 8�ac
26
N 24
-
1
rt
rt
fi
n oT m 8 4�cf
1 -Rum f wh�-2.�i'•
0 20
1
1
L
L
C 1 141" L-4ng-- h--�,6�4'
LL18CWin
16
12
4-
— 1 1 1 I --t
10
8
— —
6
4
-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment BP -2: BP -2
Runoff = 97.28 cfs @ 12.20 hrs, Volume= 378,973 cf, Depth= 2.32"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
+
—
1 1 4 � I
Ype ii -24 --by
97.28 cfs
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
t
�J5= e R iinfi�all 6.��"
s0-1
75
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
■Runoff
Subcatchment BP -2: BP -2
Hydrograph
105
100-///
95
1 —t
4
+
—
1 1 4 � I
Ype ii -24 --by
97.28 cfs
90
85
-I
-tt
t
�J5= e R iinfi�all 6.��"
s0-1
75
Z
I
Z
�Mrrqff�4re�al=5.�s3 laic
65
4
1�
��ff�o�I,r3�f
3
Bunof
60
0 50
=
1 -4
+
apfh2.32'
Tiova L�n �h=%466'
LL 45
t
l
I I D jc=�2513-Min
40V-
25
20-//I—
-I
1 -4 -� 4-
15-///
10
—
—
—
5-
0
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment BP -4: Basin T
Runoff = 5.12 cfs @ 12.12 hrs, Volume= 17,251 cf, Depth= 1.88"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unsaved Kv= 16.1 fas
18.9 1,153 Total
Subcatchment BP -4: Basin T
Hydrograph
■ Runoff
5.12 cfs
5- Type II 24 -hr
25 -Year Rainfall=6.20"
4 Runoff Area=109,957 sf
Runoff Volume=17,251 cf
3 Runoff Depth=1.88"
Flow Length=1,153'
LL
Tc=18.9 min
21 1
CN=58
1A I M
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment DET1: Det 1
Runoff = 19.78 cfs @ 11.98 hrs, Volume= 40,803 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
-T T 1
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
I C�24 r
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
+-
I— 1-26 -furl "n6l l�6.20" }
17
16
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
t --l
RuA�"�'T6,424�sf14 f
155
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
::1a
I
I:E
n= 0.013
6.5 488 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET1: Det 1
Hydrograph
22
-T T 1
20
19
19.78
cfsyp
I C�24 r
18
-
4
+
+-
I— 1-26 -furl "n6l l�6.20" }
17
16
—1rt
t
t
t --l
RuA�"�'T6,424�sf14 f
155
::1a
I
I:E
YW� T"Olrlicf i
13
12
-1
—
—
— — Wunoff-Depth=
LL 1a
i=��vl4en6tri=488'
9
-
+-
I— 1 1-1 -ITc:6� rain f
8
7rt
6
rt
—
t-
-1 -1 rt - -
5
4
-
-T
T
T
17
-T T Z
3
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment DET2: Det -2
Runoff = 49.97 cfs @ 12.01 hrs, Volume= 114,609 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
0
0
49.97 cfs
1 VA
Subcatchment DET2: Det -2
Hydrograph
L L
I -T -T T 7- I
�ype IT24- r 1
25 -Yea% Riinfa11:�6.20"
Rynoff area=4P5,g481 sf
-R�nc ff Vol�me=114, Ovcf
-Ru Yof -Depths . I8"
41" L4nc�h -4,548'
I- -I -i T-p=9�3 m i n
TN
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment DET3: Det 3
Runoff = 30.21 cfs @ 12.02 hrs, Volume= 73,319 cf, Depth= 3.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
10.5 936 Total
Subcatchment DET3: Det 3
Hydrograph
I
32 30.21 cfs
30-x
0 - 4yp I11--24fi r
28-/
-26 -furl Rai nW W66.2b"
266
24 ' — fZu 0o Are�2Z8,909�f
20
22-Rr�ffyol�mp -73,19-111
18 — — — — Runoff -Depth= -3.86"
0 16 = T T 1 �lawea�gt 936'
,4 TTI -fc=h0-.6 rrtin
12
8
6 I- T T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment DR -1: DR -1
Runoff = 40.22 cfs @ 11.96 hrs, Volume= 80,549 cf, Depth= 3.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
250,493
79 1 acre lots, 20% imp, HSG C
200,394
80.00% Pervious Area
50,099
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry,
Subcatchment
DR -1: DR -1
Hydrogrraaph
-
40.22
42
40
cfs■Runoff
4y p� I F�24-�h r
38
36
-
—
-
7
-T
-T
-F
F:��-�F�a�IR
inf ll�6.2 •
34
32
-t
+
RU00# Areap2�0,493td
26
rt
fi
t-
IR�n9ff-Y°l�� �04�4"!
N
V 24
�inOffeh.�
0 22
TC -5-.6r i n
LL 20
—
18
- 1
-+
I -I 1 1 --4 -+ CIN --t9
16
14
1
rt
rt
1
1 1 -t rt t r-12
10
8
-
6
4
1+
+-
i 4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment DR -2: DR -2
Runoff = 26.04 cfs @ 11.96 hrs, Volume= 52,155 cf, Depth= 3.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
162,192 79 1 acre lots, 20% imp, HSG C
129,754 80.00% Pervious Area
32,438 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -2: DR -2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
28
26 26.04
cfs
-
�—
I y IL24 r
❑Runoff
24 I
�
�
�
�
I I ��-�F�a�I R�inf�11�6.2��•
22
20-/
-
T
F
F
Run� Are�'�,'��f
18
_
9"�u2,55f
16
c 14
rt
Runoff De th=3.86"
�T
LL 12
+
5J6 r�n
10
g
(149
IT
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 153.99 cfs @ 12.20 hrs, Volume= 596,369 cf, Depth= 2.41"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
4
+
4 � � 1
ype II 24 -hr
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
--2"ear Rainfl 114.20!'
130
120 �
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
■Runoff
Subcatchment Ex -1: Ex WS #1
Hydrograph
170
153.99
160
150
cfs F
1 -4
4
+
4 � � 1
ype II 24 -hr
140
--2"ear Rainfl 114.20!'
130
120 �
1
1
1 1
F1tu�r of IA a=2,973,P9213`f
_ 10o
-I
Bu nIf f Vol1� j — _ 69J d I
Runoff-0epth- 4�
N
0 80-90-
.
TIlovy Le�ngih=�4"'
60
50
_
_
-I
I��1LI
_
I I����I I
40
30
20
10
0
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment Ex -2: Ex -2
Runoff = 26.28 cfs @ 12.24 hrs, Volume= 112,247 cf, Depth= 2.96"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
L
20.7
150
0.0430
0.12
Sheet Flow, Shallow
-2gnp"r"=4�4�31i sf
18
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
16
0 14
Shallow Concentrated Flow, Shallow
fi
-rF�lov�r
o
Ling h 3,43'
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
10
8
T
-F
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
1 1 1-1-T �N_-�0
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
+
T T-
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
Subcatchment Ex -2: Ex -2
Hydrograph
28
26
26.28
cfs
fi
ype 11 24 -hr
24
L
L
L
45 -Ty ea% RiinfaI1;�610"
22
20
-2gnp"r"=4�4�31i sf
18
L
L
I��"o-�[
fu n th 4 96 f
16
0 14
fi
-rF�lov�r
o
Ling h 3,43'
LL 12
-Tc=�305 nen
10
8
T
-F
F
1 1 1-1-T �N_-�0
4
A
+
T T-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 24.45 cfs @ 12.26 hrs, Volume= 105,575 cf, Depth= 2.96"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
Subcatchment Ex -HH: Ex HH
Hydrograph
I L
26 24.45 cfs
24-/ - —I ype 11 24r
22 25 -Yea% Riinfa11:�6.20"
20 Rgngff �r"=4?7,�2Ai of
18
N 16 �� 5,�47c-itf
w -Rind epth=2. 6
3
14 L L -0I" Length=4,2�8'
0
LL 12
Tc731A rein
10
-170
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 11.40 cfs @ 11.90 hrs, Volume= 18,725 cf, Depth= 1.88"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
119,354 58 Meadow, non -grazed, HSG B
119,354 100.00% Pervious Area
Subcatchment Ex -PR: (new Subcat)
Hydrograph
■ Runoff
12 11.40 cfs —
iy p� 1f 24--4h r
10 fi t- 1-26 Year RaMM114.210"
9 1 11 1 Fuooff Areap:l19,1541sf
8 —RffYOIi p =8, 25�f
7 Runoff Depth=1.88"
0 6 fi I— �Tc�-0- rr�n
LL 1 1 1 1 1 1 1 1 1 (dN=t8
5
4 A -i I L
3
2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 38
Summary for Pond P-1: Det Pond 1
Inflow Area = 176,424 sf, 20.00% Impervious, Inflow Depth = 2.78" for 25 -Year event
Inflow = 19.78 cfs @ 11.98 hrs, Volume= 40,803 cf
Outflow = 15.45 cfs @ 12.03 hrs, Volume= 37,052 cf, Atten= 22%, Lag= 3.2 min
Primary = 15.26 cfs @ 12.03 hrs, Volume= 37,029 cf
Secondary = 0.19 cfs @ 12.03 hrs, Volume= 24 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.04' @ 12.03 hrs Surf.Area= 5,806 sf Storage= 9,462 cf
Plug -Flow detention time= 76.0 min calculated for 37,052 cf (91 % of inflow)
Center -of -Mass det. time= 28.2 min ( 866.7 - 838.5 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=15.24 cfs @ 12.03 hrs HW=616.04' (Free Discharge)
L1=Culvert (Passes 15.24 cfs of 31.02 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 15.24 cfs @ 3.44 fps)
Secondary OutFlow Max=0.17 cfs @ 12.03 hrs HW=616.04' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 0.17 cfs @ 0.48 fps)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 39
■ Inflow
E Outflow
0 Primary
❑ Secondary
'• • Det '• •
.....
•
i i
•76,42'44f-
22
4—
' • •
J.
i
•
• • • •
- 1
I
oo
■ Inflow
E Outflow
0 Primary
❑ Secondary

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 40
Summary for Pond P-2: Det Pond 2
Inflow Area = 495,548 sf, 20.00% Impervious, Inflow Depth = 2.78" for 25 -Year event
Inflow = 49.97 cfs @ 12.01 hrs, Volume= 114,609 cf
Outflow = 45.34 cfs @ 12.05 hrs, Volume= 108,782 cf, Atten= 9%, Lag= 2.3 min
Primary = 45.34 cfs @ 12.05 hrs, Volume= 108,782 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.26' @ 12.05 hrs Surf.Area= 9,587 sf Storage= 15,719 cf
Plug -Flow detention time= 44.2 min calculated for 108,782 cf (95% of inflow)
Center -of -Mass det. time= 15.8 min ( 856.8 - 841.1 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=45.31 cfs @ 12.05 hrs HW=595.26' (Free Discharge)
LrCulvert (Passes 45.31 cfs of 67.46 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 45.31 cfs @ 3.56 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 41
Pond P-2: Det Pond 2
Hydrograph
T t I +
49.97 cfs
55
51
�I
I�
T
T
T
T
T
3!i
LL
20
I%
ill
T T T
■ Inflow
Outflow
Inflow Are6=496,548 4 lS Se onda
rY
Peak Elev=595.26'
Storage=15,719 cf
����%//////////////////////////////////////////////////////.
�I
I�
T
T
T
T
T
����%//////////////////////////////////////////////////////.

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 42
Summary for Pond P-3: Det Pond 3
Inflow Area = 228,009 sf, 20.00% Impervious, Inflow Depth = 3.86" for 25 -Year event
Inflow = 30.21 cfs @ 12.02 hrs, Volume= 73,319 cf
Outflow = 25.33 cfs @ 12.08 hrs, Volume= 66,881 cf, Atten= 16%, Lag= 3.4 min
Primary = 25.33 cfs @ 12.08 hrs, Volume= 66,881 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.73' @ 12.08 hrs Surf.Area= 10,753 sf Storage= 16,160 cf
Plug -Flow detention time= 77.4 min calculated for 66,881 cf (91 % of inflow)
Center -of -Mass det. time= 31.3 min ( 847.7 - 816.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=25.31 cfs @ 12.08 hrs HW=586.73' (Free Discharge)
L1=Culvert (Passes 25.31 cfs of 45.14 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 25.31 cfs @ 3.24 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 43
1
1
i
i
Pond P-3: Det Pond 3
Hydrograph
— i --] T L
30.21 cfs
— 1lnile m JLre�=�2 fth f
1 25.33 cfs h
i
■ Inflow
■ Outflow
■ Primary
■ Secondary
1 1 1
f
�1
L
::POk lEI$v05U.7'
1
L L
I I 1
L
I I __jSl°rape� ,Ij6"f
T
L 1-1-1
Z
L
F T T T F I S T
T
L III
Z
L
ITIS T Z ITI —T T
C
L 111
1
L
11 T L I1 1 T
T
T 111
T
TAT
T T II T T
■ Inflow
■ Outflow
■ Primary
■ Secondary
1 1 1

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 44
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 2.68" for 25 -Year event
Inflow = 199.15 cfs @ 12.09 hrs, Volume= 882,742 cf
Primary = 199.15 cfs @ 12.09 hrs, Volume= 882,742 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
220 Go ir,I
_
❑Inflow
❑ Primary
210 199.15
cfs
-
-
-
- 1
__I __ JJ__� --I
4loTV �e"= i1
200
,51-0
190--------
1-
180
170----I-1--1E:EI-1-1-
160
150
140
Imo+
k-1
1 I�+-1 1-1 I-+
130
N
V 120
1---
- rt
3 110
- -
0 100
" 90
T 1 I I
80
—
70
I
I + +-I 1 -
60
50
40
30
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 45
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 2.57" for 25 -Year event
Inflow = 170.78 cfs @ 12.14 hrs, Volume= 763,706 cf
Primary = 170.78 cfs @ 12.14 hrs, Volume= 763,706 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
L
L
190
❑Inflow
❑ Primary
180
170.78 cfs
L
L
C I I_
Inflow Area=3,569,650 sf
170
160
ILLLCIILLIIL
_
150
140
L
L
L
LI
L L L LI L
130
120
ILLLLIIILLLIIIIL
N 110-
100
L
L
0 90
"80
LSII��LIII�
70..
60 '
-
50
40
30
20
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 46
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 2.53" for 25 -Year event
Inflow = 202.92 cfs @ 12.21 hrs, Volume= 814,192 cf
Primary = 202.92 cfs @ 12.21 hrs, Volume= 814,192 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
Hydrograph
F11-1 nflow
210r2C2.92
cfs
Inflow Area=3,854,747 sf
❑ Primary
200
190
180-
170-
1rt
t
t�
1 I
t t l I
160—
150 "
T
F 7
-1 T 7 -T
140
N 130
2, 1201
+
+ -+
3 110—
"71
T"
90
80
70
+
1-1
+ 1 1-1 I-+
60 ""
50
40
30
20 "
10
0
0 5
10 15 20 25
30
35
40 45 50
55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment BP -1: BP -1
Runoff = 46.12 cfs @ 12.24 hrs, Volume= 195,033 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 48
Subcatchment BP -1: BP -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
❑Runoff
48
46
46.12 cfsl 7
-T
T
�
E
e r
44
-
- -
-+-
-
-
—HT2 —
y L —
�V� if�nfia �7.n
40
36
1
4
I— — nqf :�LNa =:T5.TI8:Fac
N 3o
_
E�r�"—O--�:t=:;5 IRLffbhf
28
0 24.42
- I t
-+
t
I— JI" Cen ih �,6t4'
LL 22
20
-
-T�"
18
t
L
C I I I
14
12
1$
_
-�t --L78
4
-I
-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment BP -2: BP -2
Runoff = 123.94 cfs @ 12.20 hrs, Volume= 475,634 cf, Depth= 2.91"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
13
12
11
10
80
80
3 70
0
LL 60
40
30
20
10 '
0
0
Subcatchment BP -2: BP -2
Hydrograph
123.94 cfs
ype 1124! hr
60-lfie-f Riin6114-41"
R1u n gff_,4rep=45.11531ac
Runoff VI o fum 4T5,%?4-I dRunoff ept .91'
*Il" Length=�,4"'
Tc=25 i3-nein
�N-I63
1 -4 4 4-
7 -T F-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
_ rt
r
ype 1124! hr
60-lfie-f Riin6114-41"
R1u n gff_,4rep=45.11531ac
Runoff VI o fum 4T5,%?4-I dRunoff ept .91'
*Il" Length=�,4"'
Tc=25 i3-nein
�N-I63
1 -4 4 4-
7 -T F-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment BP -4: Basin T
Runoff = 6.74 cfs @ 12.12 hrs, Volume= 22,138 cf, Depth= 2.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unsaved Kv= 16.1 fas
18.9 1,153 Total
Subcatchment BP -4: Basin T
Hydrograph
6.74 cfs
Type II 24 -hr
6 50 -Year Rainfall=7.01"
Runoff Area=109,957 sf 5 -Runoff Volume=22,138 cf
4 Runoff Depth=2.42"
Flow Length=1,153'
LL
3 Tc=18.9 min
CN=58
0
1'6 25 30 35 80 85 90 95
0 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment DET1: Det 1
Runoff = 24.31 cfs @ 11.98 hrs, Volume= 50,255 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
20
RuqoffArea�=tT642440
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
Runoff-Depth=3.42
- Flow thl=488'
,0 12
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
PN=08
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
6.5 488 Total
Subcatchment DET1: Det 1
Hydrograph
26
24
24.31
cfs
11t2-4 hr
22
_yp
-50-YearAalinfa11=7.011"
20
RuqoffArea�=tT642440
18
T T -R" ff-yol�ur�e-�0,�55Tcf
16
w
14
Runoff-Depth=3.42
- Flow thl=488'
,0 12
e;�
-�Tc=6-.� rain
10
PN=08
4
it
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment DET2: Det -2
Runoff = 61.54 cfs @ 12.01 hrs, Volume= 141,159 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
Subcatchment DET2: Det -2
Hydrograph
65 61.54 cfs
60 -� - -I ype 11 24 -hr
55 �I 60 -Yea% Riinfall:7.61"
50 Ry ngff fir" =A 15,;48�Sf
45
w 40 �_ 1-Rr� l `�Qxn'�"'°-e=141�59 II cf
uof-Delath�.42
0 35-///I- - -01" Lengih--1,548'
il: 30
Tcq--" min
25
20 "=168
15 4- 4
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment DET3: Det 3
Runoff = 35.73 cfs @ 12.02 hrs, Volume= 87,280 cf, Depth= 4.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
38
36
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
35.73
34
32
/-1
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
2$
-
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
-
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
I��Y°t� m�re7,80 f
w 22
n= 0.013
10.5 936 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET3: Det 3
Hydrograph
40
38
36
cfs
-Type 11 24 --hr'
35.73
34
32
/-1
1 --j
-L
-L
13d-Y�arIRAn6114.61
2$
-
fZu 0of� Ar ae =-Z8,"9�sf I
24
-
I��Y°t� m�re7,80 f
w 22
Runoff -Depth -4.59"
20
i= lo�ven- th= 96• I
LL 18
16
-fc=A 0-.6 niln I
14
12
-1
4
4
L
L
--1 4 `_fr` -79
10
8
-
4
4
I 4 I
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment DR -1: DR -1
Runoff = 47.46 cfs @ 11.96 hrs, Volume= 95,887 cf, Depth= 4.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
250,493 79 1 acre lots, 20% imp, HSG C
200,394 80.00% Pervious Area
50,099 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -1: DR -1
Hydrograph
❑ Runoff
50 47.46 cfs iyp� 1h`24 -hr
45
56 -Year -I RArII6114.01"
40
Runoff Area=250,4934sf
35 R n ff Yo1unj5,Q"7+cf
30 Runoff Depth=4.59"
0 25�TC�-5 rrn
LL20 T -r r bN-=- 9
15 7
T 7-
101
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment DR -2: DR -2
Runoff = 30.73 cfs @ 11.96 hrs, Volume= 62,086 cf, Depth= 4.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
162,192 79 1 acre lots, 20% imp, HSG C
129,754 80.00% Pervious Area
32,438 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -2: DR -2
Hydrograph
32
301
28
30.73
cfs {
– — — —
yp II 24 -hr
IJy(j-�F�IRinf117.0..
26-
24Z
J
I
L
Lu
p o' I' Area�--Tq2,TWL f
20
rt
rt
-r
1 � ��� 2'7 f
y
18
0
-f
t
=4.5�
Runoff -Depth --4.5-9"
�
16
FL
14
T 5. rr�in
N
C=9
12
10
A
I
L
L
I I I A -L I L
8
6t
—1
T
T
F
I— 1 —1 7 7 7 T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 195.05 cfs @ 12.20 hrs, Volume= 745,495 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
cfs
I -4
4
-
+
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
■Runoff
Subcatchment Ex -1: Ex WS #1
Hydrograph
210
210
4-
195.05
200
190
cfs
I -4
4
-
+
— 4� I
ype 1124 �,-
fi
l
AO�e� Reiinf�114.6 r'
180
160
�
1:
:EF
u jofflA-a=2,9'73,"21-sf
150
140
1301/
-
-Ru7o me=745,495 -ef
Runoff De���+{{.,�.�fi'
120
-
v /
0 100
=
-I
-4TIlov�
Ldngih= 466'
LL go-,
-
jc=2513-M n
80
60
-
I�1
1
E E
I I ISI :E
40
- 4-
30-///
20
—
—
—
10-
0
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment Ex -2: Ex -2
Runoff = 32.36 cfs @ 12.24 hrs, Volume= 137,310 cf, Depth= 3.63"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.7
150
0.0430
0.12
28
26
Sheet Flow, Shallow
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
�
Shallow Concentrated Flow, Shallow
�
I�I� Rff Iu doff De ' th=3.��f
3
zo
18-I—
o
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
-L
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
12
10O
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
— — —1 — —4
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
Subcatchment Ex -2: Ex -2
Hydrograph
34
32
32.36
cfs
-t
-
t
t
1
fi fi
y{1e W24 ---hr
30
66=1%f
ea�% Ri i n#fa 11:4.'F
�$•'
28
26
fr=44,3�'f
By°�I_I_ T
`T
24
w 22-
_ �
� � �
�
�
�
I�I� Rff Iu doff De ' th=3.��f
3
zo
18-I—
o
— –0I" L4ngih=�,4A 33
LL 16
14
-L
— — —
AZ r#—In
12
10O
_ _ _ _
8
6
— — —1 — —4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 30.09 cfs @ 12.26 hrs, Volume= 129,148 cf, Depth= 3.63"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
Subcatchment Ex -HH: Ex HH
Hydrograph
I L - ❑Runoff
32 30.09 cfs
30Typle "4� r
28T- 68=1%eai' Rainfall:7.61"
26
24 'I 4 4- Rgngff �►r"=4?7,�24isf
22-////l
w
20 -Ru-no ep#h=3.6�
0 16 _i rt rt fi — F�1" Lin -h -4,2t-
u 14 T T c I3"
no
12
8
6
4 t t
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 14.69 cfs @ 11.90 hrs, Volume= 24,030 cf, Depth= 2.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN
Description
119,354 58
Meadow, non -grazed, HSG B
119,354
100.00%
Pervious
Area
Subcatchment Ex -PR: (new Subcat)
Hydrograph
16
-f4��
■Runoff
15 14.69
Cfs
i �
�
�
i
I
iyp�
14
13
-7
T
T
1i24 -hr
Ij-5�6-�Y{ a/�rlRAnffi1Q1
12
+
LF
QTTOFV
� U O tire`. =�",`4-5"f
11 _
10
n ff- Ot M =! 41 0 d
9Runoff
-
-
TT
-
De h=2.42"
�T
0$
O-.�rr�n
v. 71�
t
t t-
I --i -t (N =t8
6
4
3
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
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Summary for Pond P-1: Det Pond 1
Inflow Area = 176,424 sf, 20.00% Impervious, Inflow Depth = 3.42" for 50 -Year event
Inflow = 24.31 cfs @ 11.98 hrs, Volume= 50,255 cf
Outflow = 20.81 cfs @ 12.02 hrs, Volume= 46,505 cf, Atten= 14%, Lag= 2.5 min
Primary = 18.62 cfs @ 12.02 hrs, Volume= 45,875 cf
Secondary = 2.19 cfs @ 12.02 hrs, Volume= 630 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.20' @ 12.02 hrs Surf.Area= 5,980 sf Storage= 10,395 cf
Plug -Flow detention time= 65.0 min calculated for 46,505 cf (93% of inflow)
Center -of -Mass det. time= 24.9 min ( 857.4 - 832.5 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=18.61 cfs @ 12.02 hrs HW=616.19' (Free Discharge)
L1=Culvert (Passes 18.61 cfs of 31.60 cfs potential flow)
L2=Custom Weir/Orifice (Orifice Controls 18.61 cfs @ 3.72 fps)
Secondary OutFlow Max=2.17 cfs @ 12.02 hrs HW=616.19' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 2.17 cfs @ 1.12 fps)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 61
Pond P-1: Det Pond 1
Hydrograph
+ �— I � 4 -
Inflow
Inflow Area=X176,414 sf
26 / 20.81 cfs Peak Elev=616.20'
24-
22 18.62 cfs Storage=10,395 cf
20
18
X16 49cfs 14
2 12T T T
10 4—II-64 i
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
O Inflow
O outflow
■ Primary
■ Secondary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 62
Summary for Pond P-2: Det Pond 2
Inflow Area = 495,548 sf, 20.00% Impervious, Inflow Depth = 3.42" for 50 -Year event
Inflow = 61.54 cfs @ 12.01 hrs, Volume= 141,159 cf
Outflow = 56.55 cfs @ 12.05 hrs, Volume= 135,333 cf, Atten= 8%, Lag= 2.1 min
Primary = 56.55 cfs @ 12.05 hrs, Volume= 135,333 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.44' @ 12.05 hrs Surf.Area= 9,799 sf Storage= 17,474 cf
Plug -Flow detention time= 37.9 min calculated for 135,318 cf (96% of inflow)
Center -of -Mass det. time= 14.4 min ( 849.4 - 835.1 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=56.48 cfs @ 12.05 hrs HW=595.44' (Free Discharge)
LrCulvert (Passes 56.48 cfs of 68.99 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 56.48 cfs @ 3.79 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 63
■ Inflow
■ Outflow
■Primary
■Secondary
Inflow Are�i=496,6�48--s-f®
•
■ -, i • i
.
I%
//////////////////////////////------//////////////////////////////////////
■ Inflow
■ Outflow
■Primary
■Secondary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 64
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.85' @ 12.07 hrs Surf.Area= 10,957 sf Storage= 17,489 cf
Plug -Flow detention time= 69.5 min calculated for 80,842 cf (93% of inflow)
Center -of -Mass det. time= 29.4 min ( 840.9 - 811.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=30.62 cfs @ 12.07 hrs HW=586.85' (Free Discharge)
L1=Culvert (Passes 30.62 cfs of 45.89 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 30.62 cfs @ 3.33 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)
Summary for Pond P-3: Det Pond 3
Inflow Area =
228,009 sf, 20.00% Impervious,
Inflow Depth = 4.59" for 50 -Year event
Inflow =
35.73 cfs @
12.02 hrs, Volume=
87,280 cf
Outflow =
30.65 cfs @
12.07 hrs, Volume=
80,842 cf, Atten= 14%, Lag= 3.2 min
Primary =
30.65 cfs @
12.07 hrs, Volume=
80,842 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.85' @ 12.07 hrs Surf.Area= 10,957 sf Storage= 17,489 cf
Plug -Flow detention time= 69.5 min calculated for 80,842 cf (93% of inflow)
Center -of -Mass det. time= 29.4 min ( 840.9 - 811.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=30.62 cfs @ 12.07 hrs HW=586.85' (Free Discharge)
L1=Culvert (Passes 30.62 cfs of 45.89 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 30.62 cfs @ 3.33 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 65
Pond P-3: Det Pond 3
Hydrograph
II � II I—I
35.73 cfs — —
4- 1
1
�
40
1-
rt
38
Peak Elev=586.85'
l�
'In
36
34
30
Rr
.65 cfs
32
30
I l rt
fi
l I-� -r t-- 1-1 -1 rt
28
26
�
�
IIS � � II � �
24
22
rt
,
3 20
;
c 18
LL 16
14
12
10
4- 1
1
�
1 r flow Area=228,009 sf
1-
rt
fi
Peak Elev=586.85'
�Stwap--IT,AO"f
fi l
I l rt
fi
l I-� -r t-- 1-1 -1 rt
III
�
�
IIS � � II � �
rt
—I T
----------------
■ Inflow
■ Outflow
D Primary
❑ Secondary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 66
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 3.31" for 50 -Year event
Inflow = 249.95 cfs @ 12.05 hrs, Volume= 1,091,320 cf
Primary = 249.95 cfs @ 12.05 hrs, Volume= 1,091,320 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 67
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 3.19" for 50 -Year event
Inflow = 213.97 cfs @ 12.14 hrs, Volume= 948,391 cf
Primary = 213.97 cfs @ 12.14 hrs, Volume= 948,391 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
Hydrograph
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
+
-
❑Inflow
220213.97
cfs
fi
fi
_ Inflow Area=3,569,650 sf
❑ Primary
210
200
III
--T 4- 4
190
180
CIIIIII
170
160
150
I�+��I
I�+��I I4
140
N
V 130
1 L L I I
3 120
-1
0 110
LL 100
—
II
II
90
70
60
50
fi
fifi
40
30
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 68
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 3.15" for 50 -Year event
Inflow = 255.38 cfs @ 12.20 hrs, Volume= 1,011,954 cf
Primary = 255.38 cfs @ 12.20 hrs, Volume= 1,011,954 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment BP -1: BP -1
Runoff = 55.85 cfs @ 12.24 hrs, Volume= 234,956 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (ac) CN Description
10.308
70 Woods, Good, HSG C
2.590
58 Meadow, non -grazed, HSG B
2.820
68 1 acre lots, 20% imp, HSG B
15.718
68 Weighted Average
15.154
96.41 % Pervious Area
0.564
3.59% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
20.7 150
0.0430 0.12
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8 766
0.0430 3.34
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.7 199
0.0300 4.91 19.65
Trap/Vee/Rect Channel Flow, Channel
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
n= 0.035
0.9 492
0.0103 9.58 67.69
Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.2 82
0.0200 7.26 126.24
Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
3.8 1,965
0.0210 8.58 231.62
Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.1 3,654 Total

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 70
Subcatchment BP -1: BP -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I �
�
�
�
� � + +
❑Runoff
60
55
55.85 cfs
fi
ype 11 24-h r
50
1d0 -Yea% Rainfan4.66"
45
J
L
L
L F unOff �Ar�a 15.7T18Lc
40
�R�nc ff Volum=234,,9!6�cf
Runoff�epth=4.12
35
0 30
F�lov�► Lin h--'i,6t4'
" 25
I
I
I
I
I I I I I jTc�30�1 nfiin I
20
-
— - — �N�68
15
t t t
10
5
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 71
Summary for Subcatchment BP -2: BP -2
Runoff = 153.13 cfs @ 12.20 hrs, Volume= 582,036 cf, Depth= 3.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (ac)
CN
Description
18.072
70
Woods, Good, HSG C
26.981
58
Meadow, non -grazed, HSG B
45.053
63
Weighted Average
45.053
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
4
-kx-010-Yeas
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment BP -2: BP -2
Hydrograph
170-
153.13
160
150-//_
cfs
—I
Type 114! hr
pe
140
-4
4
-kx-010-Yeas
130
120
_
-1
1
L
�Nnpff�mr=�g5�.�531ac
110
�, 100 /
-t
-F
T
T-
I B� � If ff�e =_ �fr„
90 3 80
TIlovy L -�h==�4�'
ng
o
LL 70
60
-
-
-4
4
-k
D jc�254 MM
—l�=63
40
30
T
E
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 72
Summary for Subcatchment BP -4: Basin T
Runoff = 8.53 cfs @ 12.12 hrs, Volume= 27,591 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
109,957 58 Meadow, non -grazed, HSG B
109,957 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.9
150
0.0510
0.19
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.56"
6.0
1,003
0.0300
2.79
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
18.9 1,153 Total
Subcatchment BP -4: Basin T
Hydrograph
9 8.53 c01 fs
8
�yp� I 4-frr
1I46
-Y6ar Ralin&IkT8�
7 Runoff Area=109,9571sf
6 Runoff Volume=7,591 Icf
5 Run-off Depth --3.0-V'
FtwwILengt]�,=�-16
a 4
Tc=18.0 rr in
3 1 1 1 1 1 1 CIN=58
2-/
1 I I I i i
1 I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment DET1: Det 1
Runoff = 29.18 cfs @ 11.98 hrs, Volume= 60,542 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
176,424 68 1 acre lots, 20% imp, HSG B
141,139 80.00% Pervious Area
35,285 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.1
50
0.1000
0.20
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1
140
0.0167
2.08
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.9
160
0.0200
2.87
Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.4
138
0.0057
5.44
17.08 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
I— Ru qo{. Area --'I76,424�sf r
22
20
n= 0.013
6.5 488 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET1: Det 1
Hydrograph
32
30
29.18
cfs
iyp�
28
26
lto�Y��rR�infll7.8"
1124-- it
24
I— Ru qo{. Area --'I76,424�sf r
22
20
I�nn1 fY�0,4 Cf
18
Runoff -Depth= -4.12"
16
_
i Iol Nie; thl=488'
LL 14
12
fi
t
f-
-JTc=6-.� rain
10
1 1 1 PN =-15-8 �
8
6 1
1 1 1
4-//
+
+
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 74
Summary for Subcatchment DET2: Det -2
Runoff = 74.00 cfs @ 12.01 hrs, Volume= 170,054 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
495,548 68 1 acre lots, 20% imp, HSG B
396,438 80.00% Pervious Area
99,110 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.5
80
0.2000
0.30
Sheet Flow, Sheet
I , 4 4
80
75
7 4.00
cfs
Grass: Dense n= 0.240 P2= 3.56"
2.0
270
0.0200
2.28
Shallow Concentrated Flow, Swale
701zrt
65
Unpaved Kv= 16.1 fps
1.0
154
0.0162
2.58
Shallow Concentrated Flow, Gutter
4
Paved Kv= 20.3 fps
1.5
944
0.0200
10.18
31.99
Pipe Channel, Storm Sewer
-1
1
L
L
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
45
n= 0.013
0.3
100
0.0100
5.13
89.27
Channel Flow, Swale
-
-T
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
9.3 1,548 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET2: Det -2
Hydrograph
-+t-
I , 4 4
80
75
7 4.00
cfs
-L
I
-L
L
HL241h r
701zrt
65
rt
fi
I-40 "- ea% Riin&04.8t"
4
-Ryno"r"=AM ;;A Sf
55
50
-1
1
L
L
I�t7nc "O'u'=��70 .54- cf
-Oepth=4. "
45
unof
0 4o
-
-T
T
-
41"T
�lLnh T,58'
LL 35
- T-
25
20
15
10 "
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 75
Summary for Subcatchment DET3: Det 3
Runoff = 41.54 cfs @ 12.02 hrs, Volume= 102,180 cf, Depth= 5.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
228,009 79 1 acre lots, 20% imp, HSG C
182,407 80.00% Pervious Area
45,602 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.2
118
0.1360
0.27
Sheet Flow, Sheet
+
_ —
Grass: Dense n= 0.240 P2= 3.56"
1.1
136
0.0150
1.97
Shallow Concentrated Flow, Shallow
�
y eH124-hr
Unpaved Kv= 16.1 fps
0.8
96
0.0100
2.03
Shallow Concentrated Flow, Shallow
1— 1-fi6O=l�re4 RWAM14.96"
338
6
32
Paved Kv= 20.3 fps
1.4
586
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
E
E7 1 ��"���I/ `r � 8�— f
w 26
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
1
-
n= 0.013
10.5 936 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET3: Det 3
Hydrograph
46
+
_ —
41.54
44
442
cfs
4
�
�
y eH124-hr
0
1— 1-fi6O=l�re4 RWAM14.96"
338
6
32
�
I
�
E
E7 1 ��"���I/ `r � 8�— f
w 26
1
-
I��luh 5f
3 22
0
-1
rt
t
fi
F v� en# tl ----936'
9
LL20I�����I—I
18
I I�c=ll0
16,
149
12
,$
_I
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 76
Summary for Subcatchment DR -1: DR -1
Runoff = 55.08 cfs @ 11.96 hrs, Volume= 112,256 cf, Depth= 5.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
250,493 79 1 acre lots, 20% imp, HSG C
200,394 80.00% Pervious Area
50,099 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -1: DR -1
Hydrograph
❑ Runoff
55
55.08 cfs
� i
wry e 124 r
50 1 100 -Yea% Riinfa11=�7.96"
45 1— Rgngff fir"=Z O,93isf
40 1 Rrnc ff Yol�mn 11256 d
F 35 Runoff epth=5.38"
0 30 T Tc�=" din
LL 25 Y (;N=179
15
10 T T T T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment DR -2: DR -2
Runoff = 35.66 cfs @ 11.96 hrs, Volume= 72,685 cf, Depth= 5.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
162,192 79 1 acre lots, 20% imp, HSG C
129,754 80.00% Pervious Area
32,438 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DR -2: DR -2
Hydrograph
J � � � � ■Runoff
35.66 cfs — — — — — — — — - I
36
—I
_ I-typ W24 --hr
34
32
1
h 0646ar- R,a� nf- 114.66"
30
28
24
- 1
-4
7---
--22
2 2
Runoff-Depth=5.36"
Tc -5 in
LL 18
16
_
1
4
1-
--t 4 cN=tg
14
10
8
—1
4
+
4
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 78
Summary for Subcatchment Ex -1: Ex WS #1
Runoff = 239.75 cfs @ 12.19 hrs, Volume= 909,251 cf, Depth= 3.67"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN DescriDtion
1,448,958 70 Woods, Good, HSG C
1,524,134 58 Meadow, non -grazed, HSG B
2,973,092 64 Weighted Average
2,973,092 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
15.0
150
0.0350
0.17
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
6.1
1,162
0.0390
3.18
Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
4.2
2,174
0.0210
8.58
231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
25.3 3,486 Total
1
1
U,
1
3
0 1
LL
1
Subcatchment Ex -1: Ex WS #1
Hydrograph
239.75 cfs
I fi -r- 1
-jype 1124! hr
L I 160 --Year RainfaII47AV
�unlo#IA"a=?,93,Q921-s#
-R n7ffVo�llme=9�9,�51__II�f
flunoff-bepth=3.6r
*Iov� Lengih= 466'
Tc=�25 ]3- n) n
-I64
1 4 4
7 -T
0 5 10 15 0 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 79
Summary for Subcatchment Ex -2: Ex -2
Runoff = 38.91 cfs @ 12.24 hrs, Volume= 164,476 cf, Depth= 4.34"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
454,331 70 Woods, Good, HSG C
454,331 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
38.91 cfs
20.7
150
0.0430
0.12
Y4 r36}
Sheet Flow, Shallow
—
fi
t
t---460--Ye4
Woods: Light underbrush n= 0.400 P2= 3.56"
3.8
766
0.0430
3.34
L
Shallow Concentrated Flow, Shallow
I
26
--kI��476�f
Unpaved Kv= 16.1 fps
2.4
693
0.0300
4.91
19.65
Trap/Vee/Rect Channel Flow, Channel Flow
-Runoffel2th
41ov� tin ih=3,4�3' I
20
LL '$
Bot.W=1.00' D=1.00' Z= 3.07' Top.W=7.00'
t�
-I -T�3" o f
16
1214
n= 0.035 Earth, dense weeds
3.6
1,844
0.0210
8.58
231.62
Channel Flow,
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.5 3,453 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment Ex -2: Ex -2
Hydrograph
40
38
38.91 cfs
Y4 r36}
34
—
fi
t
t---460--Ye4
Riin-fa11*7.96" f
3a
Z
Z
L
I
26
--kI��476�f
Vlff�j`re�=4i43'ILsf
24
3: 22
0
+
-Runoffel2th
41ov� tin ih=3,4�3' I
20
LL '$
1t
t�
-I -T�3" o f
16
1214
C 1 0 I
18
I
6
A
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 80
Summary for Subcatchment Ex -HH: Ex HH
Runoff = 36.16 cfs @ 12.26 hrs, Volume= 154,699 cf, Depth= 4.34"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
427,324 70 Woods, Good, HSG C
427,324 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.9
148
0.0200
0.09
Sheet Flow, Sheet
-
ype FF24! -h r
Woods: Light underbrush n= 0.400 P2= 3.56"
1.8
474
0.0720
4.32
Shallow Concentrated Flow, Shallow Conc
L Adutea% Rlin-fan47- r
28
Unpaved Kv= 16.1 fps
1.3
646
0.0210
8.58
231.62 Channel Flow, Ex Channel
44
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
31.0 1,268 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff
Subcatchment Ex -HH: Ex HH
Hydrograph
40
38
36
36.16
cfs
1
-
ype FF24! -h r
34
�
32
L Adutea% Rlin-fan47- r
28
LLL
L L
L 4�_R"r"=4?7,j24Tsf
44
L
L
L
I� —Riin
o�;t=!�,��
flu noe th4 3� f
22
3 20
-
-*laver Lin ih k,268'
LL 18
14
12O
10
6
T48
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 81
Summary for Subcatchment Ex -PR: (new Subcat)
Runoff = 18.32 cfs @ 11.90 hrs, Volume= 29,948 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
119,354 58 Meadow, non -grazed, HSG B
119,354 100.00% Pervious Area
Subcatchment Ex -PR: (new Subcat)
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
—� -
-
Runoff
19
18
18.32
cfs
y I I-24- h r
17
16
fit
t-
Ind Y6 — R A n6I W7.86"
15
14
- —1-rr—
Kul o Ar a p= ' 1 ", j54�Sf
12
1
1
1�
E
�r9f f- � 9' f
11
-I
11�E
Runoff Dep�#h= "
AT
010
8
O.
7
6
I
5
4
3
2
1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 82
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.33' @ 12.02 hrs Surf.Area= 6,129 sf Storage= 11,218 cf
Plug -Flow detention time= 57.0 min calculated for 56,792 cf (94% of inflow)
Center -of -Mass det. time= 22.8 min ( 849.9 - 827.1 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=20.94 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L1=Culvert (Passes 20.94 cfs of 32.09 cfs potential flow)
L2=Custom Weir/Orifice (Orifice Controls 20.94 cfs @ 4.19 fps)
Secondary OutFlow Max=4.88 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 4.88 cfs @ 1.48 fps)
Summary for Pond P-1: Det Pond 1
Inflow Area =
176,424 sf, 20.00% Impervious,
Inflow Depth = 4.12" for 100 -Year event
Inflow =
29.18 cfs @
11.98 hrs, Volume=
60,542 cf
Outflow =
25.87 cfs @
12.02 hrs, Volume=
56,792 cf, Atten= 11 %, Lag= 2.2 min
Primary =
20.96 cfs @
12.02 hrs, Volume=
54,964 cf
Secondary =
4.91 cfs @
12.02 hrs, Volume=
1,828 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 616.33' @ 12.02 hrs Surf.Area= 6,129 sf Storage= 11,218 cf
Plug -Flow detention time= 57.0 min calculated for 56,792 cf (94% of inflow)
Center -of -Mass det. time= 22.8 min ( 849.9 - 827.1 )
Volume Invert Avail.Storage Storage Description
#1 614.00' 15,561 cf Bio Retention Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
614.00 3,548 0 0
615.00 4,590 4,069 4,069
616.00 5,765 5,178 9,247
617.00 6,864 6,315 15,561
Device Routing Invert Outlet Devices
#1 Primary 610.83' 24.0" Round Culvert
L= 45.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 610.83'/ 610.58' S=0.0055'/' Cc= 0.900
n=0.013, Flow Area= 3.14 sf
#2 Device 1 614.93' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.25
Width (feet) 4.00 4.00
#3 Secondary 616.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=20.94 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L1=Culvert (Passes 20.94 cfs of 32.09 cfs potential flow)
L2=Custom Weir/Orifice (Orifice Controls 20.94 cfs @ 4.19 fps)
Secondary OutFlow Max=4.88 cfs @ 12.02 hrs HW=616.33' (Free Discharge)
L3= Broad -Crested Rectangular Weir (Weir Controls 4.88 cfs @ 1.48 fps)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 83
Pond P-1: Det Pond 1
Hydrograph
LInflow29.18 cfs wi Idol Are '1 / 6���f Pnma
dary
32 — – —
3o j 25.87 cfs — 4-- I I —PeOk F-10" .33'
28 i - �5fo—ra—ae r -M 18 -CC -f
26
24
22
20.96
cfs
-I
I �
I
I
!
I -
y 20
/
v18
16
0
I-1
L I
I-1
T
L I
I A
T
LL 14
/
12
I -TSI
IST
10
-I-I1LI
a
4.91 cfsL
I T
=F
ITT
T
I T
T
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 84
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.62' @ 12.04 hrs Surf.Area= 10,009 sf Storage= 19,253 cf
Plug -Flow detention time= 33.3 min calculated for 164,228 cf (97% of inflow)
Center -of -Mass det. time= 13.4 min ( 843.1 - 829.7 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=68.51 cfs @ 12.04 hrs HW=595.62' (Free Discharge)
LrCulvert (Passes 68.51 cfs of 70.48 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 68.51 cfs @ 4.02 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)
Summary for Pond P-2: Det Pond 2
Inflow Area =
495,548 sf, 20.00% Impervious,
Inflow Depth = 4.12" for 100 -Year event
Inflow =
74.00 cfs @
12.01 hrs, Volume=
170,054 cf
Outflow =
68.61 cfs @
12.04 hrs, Volume=
164,228 cf, Atten= 7%, Lag= 2.0 min
Primary =
68.61 cfs @
12.04 hrs, Volume=
164,228 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 595.62' @ 12.04 hrs Surf.Area= 10,009 sf Storage= 19,253 cf
Plug -Flow detention time= 33.3 min calculated for 164,228 cf (97% of inflow)
Center -of -Mass det. time= 13.4 min ( 843.1 - 829.7 )
Volume Invert Avail.Storage Storage Description
#1 593.00' 46,534 cf Bio Pond Two (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq -ft) (%) (cubic -feet) (cubic -feet)
593.00 5,313 0.0 0 0
594.00 5,978 100.0 5,646 5,646
595.00 9,284 100.0 7,631 13,277
596.00 10,454 100.0 9,869 23,146
597.00 11,680 100.0 11,067 34,213
598.00 12,963 100.0 12,322 46,534
Device Routing Invert Outlet Devices
#1 Primary 589.83' 36.0" Round Culvert
L= 43.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 589.83'/ 589.33' S=0.0114'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 594.03' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 10.00 10.00 12.00 12.00
#3 Secondary 597.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=68.51 cfs @ 12.04 hrs HW=595.62' (Free Discharge)
LrCulvert (Passes 68.51 cfs of 70.48 cfs potential flow)
2=Custom Weir/Orifice (Weir Controls 68.51 cfs @ 4.02 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=593.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1—Detention R Type // 24 -hr 100- Year Rainfall= 7.86 "
Prepared • • • Printed8/15/2017
HydroCADO 10.00-19 s/n 08568 @ 2016 HydroCAD Software Solutions LLC Page 85
• 11
'
•, _ . •
. ..
• y i
1
�1
I I
1 1 1
1 �1
1 •1
1 :1 •1

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 86
Summary for Pond P-3: Det Pond 3
Inflow Area = 228,009 sf, 20.00% Impervious, Inflow Depth = 5.38" for 100 -Year event
Inflow = 41.54 cfs @ 12.02 hrs, Volume= 102,180 cf
Outflow = 36.36 cfs @ 12.07 hrs, Volume= 95,742 cf, Atten= 12%, Lag= 3.0 min
Primary = 36.36 cfs @ 12.07 hrs, Volume= 95,742 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.96' @ 12.07 hrs Surf.Area= 11,146 sf Storage= 18,749 cf
Plug -Flow detention time= 63.2 min calculated for 95,742 cf (94% of inflow)
Center -of -Mass det. time= 28.0 min ( 834.9 - 807.0 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 31,098 cf Bio Pond (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
585.00 8,010 0 0
586.00 9,541 8,776 8,776
587.00 11,206 10,374 19,149
588.00 12,692 11,949 31,098
Device Routing Invert Outlet Devices
#1 Primary 581.83' 30.0" Round Culvert
L= 33.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 581.58' S=0.0076'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 585.75' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 8.00 8.00 12.00 12.00
#3 Secondary 587.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=36.33 cfs @ 12.07 hrs HW=586.96' (Free Discharge)
L1=Culvert (Passes 36.33 cfs of 46.58 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 36.33 cfs @ 3.44 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 87
■ Inflow
E Outflow
0 Primary
❑ Secondary
Vnho'wi •
Peak • • • •
• • i •
jr
%i
-
I
j%
///////////////////////////------//////////////////////////////------
■ Inflow
E Outflow
0 Primary
❑ Secondary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 88
Summary for Link CP1: CP1
Inflow Area = 3,959,851 sf, 7.25% Impervious, Inflow Depth = 4.00" for 100 -Year event
Inflow = 305.36 cfs @ 12.05 hrs, Volume= 1,318,695 cf
Primary = 305.36 cfs @ 12.05 hrs, Volume= 1,318,695 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP1: CP1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 89
Summary for Link CP3: Culvert
Inflow Area = 3,569,650 sf, 5.86% Impervious, Inflow Depth = 3.87" for 100 -Year event
Inflow = 260.68 cfs @ 12.14 hrs, Volume= 1,150,268 cf
Primary = 260.68 cfs @ 12.14 hrs, Volume= 1,150,268 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP3: Culvert
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS1_Detention R Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 90
Summary for Link XCP1: XCP1
Inflow Area = 3,854,747 sf, 0.00% Impervious, Inflow Depth = 3.82" for 100 -Year event
Inflow = 312.43 cfs @ 12.20 hrs, Volume= 1,228,426 cf
Primary = 312.43 cfs @ 12.20 hrs, Volume= 1,228,426 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP1: XCP1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
❑ Inflow
Primary
340EI
312.43 cfs —�
—
320
Inflow Area=3,854,747 sf
300
1-
280
-I
260
AT
-L1:
TT
240
220
T
T
T
T I 7
T T T I
in 200
X180
T
T
F1
T T T F1 T
0 160
140
TTT
I
ITTTI I I IT
120
Tt�I
I
I�Tt- I I I IA
100
0
-
-4T -
6
60
4n
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

Ex -3
Ex W #3
Ex -4
Ex -4
XCP2
XCP2
Subcat Reach on Link
ODR -3 DET -4
BP -3 O
D -3
Det 4
P-4
Det Pond 4
ZCP
CP2

USI Revision WS2-Detention
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 2
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 DET -4 0.00 0.00 333.0 0.0100 0.013 24.0 0.0 0.0
2 P-4 581.83 580.95 58.8 0.0150 0.013 36.0 0.0 0.0

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment BP -3:
Runoff = 102.87 cfs @ 12.65 hrs, Volume= 737,137 cf, Depth= 1.71"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
-
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
-
Shallow Concentrated Flow, Shallow Conc
L2
Ype I41 -r
90
-
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Runoffot -77 _37 cf
Iv
w 65
0 601
0 55
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117
0.0210
8.58
231.62
Channel Flow, Ex Channel 2
4
1 1
I Ic7
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8 5,232 Total
■Runoff
Subcatchment BP -3:
Hydrograph
115
-
110
105
100
102.87
cfs
--
-
-
L2
Ype I41 -r
90
-
fi
t
1- 1
�IIU= 4�e I� Inflall .2� '
80-Fur�o#IAra--,17,71�f
75
70
1
Runoffot -77 _37 cf
Iv
w 65
0 601
0 55
Runoff epth-4.
Ti"Ling-fh=�2�2'
LL 50
45
4
1 1
I Ic7
30
20
15
10
-
- -
5
/
0
0 5 10 15 20
25
30
35 40
45 50
Time (hours)
55 60 65 70 75 80 85 90 95
■Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment DET -4: Det 4
Runoff = 40.89 cfs @ 12.04 hrs, Volume= 103,287 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
4 4- -k-
44
40
cfs
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
01
36
_
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
-
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
fi
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
24
0 22
—1 ::1
J
n= 0.013
11.7 827 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET -4: Det 4
Hydrograph
4 4- -k-
44
40
cfs
—
T
Yr
0.89
01
36
_
'W2r4-
—�l - e$f �l�ll�5.20n
3�
-
Iqngffj►re=61212sf
30
28
w 26
fi
I�� 1 °=9�387�cf
-Ru -no 2.�"
24
0 22
—1 ::1
J
I
L�
Wftz
E F�w�e�gtY�-8iT
18
14
--1-
-
-
t--_
711Q
12
10
_
6
4
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment DR -3: DR -3
Runoff = 30.75 cfs @ 11.97 hrs, Volume= 59,943 cf, Depth= 2.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
355,530 68 1 acre lots, 20% imp, HSG B
284,424 80.00% Pervious Area
71,106 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff
Subcatchment DR -3: DR -3
Hydrograph
34
32 30.75
30
cfs
{
—
-Yyp� II 24 -hr
_
28d-aF�a�
Rinf115.2�•
26
24
-1
1
L
L
L goOpff Area�=�5,POLf
1
1Rrq�Yo1 �"9,"f
222 0
18
R �ff�T� .ir�in
0 16
5�
LL
14
C�N=68
12
10 11 A-1
1
L
L
LI I I A -L I L
6'
I-1
-1
T
1-1-1 7 7 7 T T -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 96.35 cfs @ 12.65 hrs, Volume= 703,872 cf, Depth= 1.64"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
100
95
Sheet Flow, Sheet
-
hype 11'24 -hr
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
E I
Shallow Concentrated Flow, Shallow Conc
85
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
Shallow Concentrated Flow, Shallow
-R f o me=703, 2_I-ef
Runoff Lt.6e
F
55
o
-
-
-t
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
-rt-
l
l l l I je�8 J- �
40
30
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
-
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■ Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
105
100
95
96.35 cfs
-
hype 11'24 -hr
90
85
-1
-T
T
E I
I :AIO-.Yea-f "nf6ll:i�&&'
85
Iu1n
f . rem -1' 8 0
70
66
-R f o me=703, 2_I-ef
Runoff Lt.6e
F
55
o
-
-
-t
-+
+
-Depth
Tlovy Lein glfh=�;2k'
50
LL 45 /
-
-trt
-rt-
l
l l l I je�8 J- �
40
30
::1
Z
I�
I 11�� T IS I
25
20-//-
0
-
-
15
1
10
-
4
5-
0-,
0
5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment Ex -4: Ex -4
Runoff = 14.43 cfs @ 12.41 hrs, Volume= 91,449 cf, Depth= 1.08"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.20"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
n= 0.035 Earth, dense weeds
39.2 3,721 Total
Subcatchment Ex -4: Ex -4
Hydrograph
16-
15-/
615 14.43 cfs
144yI24 r
13 10 Y�arIRiinfill 5l&
12 -r t —Runoff- krep=1,014,""f
11
10 R7nc�f�/ol�ue--�91,49f
w 9 - Runoff -Depth= -1.08"
U
3 8 f W Le --4,7 il
LL 7
6 -tc �9� mein
5 �PN=-�5
4
3
F
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■ Runoff

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 8
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf,
20.00% Impervious,
Inflow Depth = 2.02" for 10 -Year event
Inflow =
40.89 cfs @
12.04 hrs,
Volume=
103,287 cf
Outflow =
36.74 cfs @
12.09 hrs,
Volume=
95,642 cf, Atten= 10%, Lag= 2.7 min
Primary =
36.74 cfs @
12.09 hrs,
Volume=
95,642 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 586.94' @ 12.09 hrs Surf.Area= 10,274 sf Storage= 16,625 cf
Plug -Flow detention time= 60.3 min calculated for 95,642 cf (93% of inflow)
Center -of -Mass det. time= 20.7 min ( 873.3 - 852.6 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=36.69 cfs @ 12.09 hrs HW=586.94' (Free Discharge)
L1=Culvert (Passes 36.69 cfs of 64.62 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 36.69 cfs @ 3.20 fps)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cal Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 9
■ Inflow
■ Outflow
■ Primary
■ Secondary
'• • Det '• •
.....
40.89 cfs
4-
•
42
1- 1 -Pe-OkIE10"50.94
40
• n •
36
34
32
30
28
24
o
18
16
12
x
///////////////////////////////////////////
//////////////////////////////////////////////////////////////////////////////
■ Inflow
■ Outflow
■ Primary
■ Secondary

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 10
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 1.75" for 10 -Year event
Inflow = 110.30 cfs @ 12.65 hrs, Volume= 892,722 cf
Primary = 110.30 cfs @ 12.65 hrs, Volume= 892,722 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
1
1 -4
-
❑ Inflow
EIPrimary
110.30
120-
115
cfs
—I
Inflow Area=6,135,229 sf
110
-
—
105
-1t
t�
I I
l t l l
100
95
90
1
+
1-1
-4+ 1 1-1
85
I
LI
I TSI I I I�
780
5
3 60
55
50
-1-4+
1 1
I���I I I�
45
40
35
30
-
-
-
- - -VIII-
20
_
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 10 -Year Rainfall=5.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 11
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 1.55" for 10 -Year event
Inflow = 108.18 cfs @ 12.59 hrs, Volume= 795,321 cf
Primary = 108.18 cfs @ 12.59 hrs, Volume= 795,321 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP2: XCP2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I
L
L— I
I
-
F11-1 nflow
❑ Primary
1os.1s
cfs
„0
_
Inflow Area=6,174,630 sf
105
I�T��11I���
100
95
85
80
75
n 70
65
3 60
° 55
LL50—t+��I
I—f I�
45
40
II
35I
30
-
- - - II-
20
_
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment BP -3:
Runoff = 149.78 cfs @ 12.65 hrs, Volume= 1,036,461 cf, Depth= 2.41"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
-
Sheet Flow, Sheet
T
I 125--1Ye* RiainfaI14.2V'
_4
4
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
L
Shallow Concentrated Flow, Shallow Conc
Runoff Voiume 1,036,461- f
I I -Runoff- IDe�h�2.�V
-
T
T
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
7. &nji n
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117
0.0210
8.58
231.62
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8 5,232 Total
16
15
14
13
12
11
10
w
v 9
0 8
LL
Subcatchment BP -3:
Hydrograph
-f
-F
-y
T
T
ISI 111"24 -hr
-
T
I 125--1Ye* RiainfaI14.2V'
_4
4
1_ I Ru�of Ar a775,1167,W Sf
-1
L
L
L
Runoff Voiume 1,036,461- f
I I -Runoff- IDe�h�2.�V
-
T
T
I I -f 16* Length 15,Z�T
7. &nji n
==$I, 1 51
1 1
25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment DET -4: Det 4
Runoff = 56.52 cfs @ 12.04 hrs, Volume= 141,683 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
11.7 827 Total
Subcatchment DET -4: Det 4
Hydrograph
V
60 56.52 cfs
55 ype 11 24 -hr
50 25-Yeai• Riinall6."
45 Rgngff �j►re�=6�12,�121 sf
40 R n ff Yol mMpth-=2.787"141, 83 cf
35
F Rluno,
0 30 I- I— — —Flaw Length=827'
"25 Tc711jMin
20 �N 68
15
10
5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment DR -3: DR -3
Runoff = 42.17 cfs @ 11.96 hrs, Volume= 82,226 cf, Depth= 2.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
355,530
68 1 acre lots, 20% imp, HSG B
284,424
80.00% Pervious Area
71,106
20.00% Impervious Area
Tc
Length
Slope Velocity
Capacity
Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
5.0
Direct Entry, Direct
Subcatchment
DR -3: DR -3
Hydrograph
Runoff
42.17
44
42
cfs
- I
I
I
t
L
C I I I F�24-�h r
40
38
-y
- 1 A
4
+
4
I— 1-26 -furl RaWf " 114.26
36
34
t
t-�-
RUAr"�=3�5,P"f
32
30
28
- 1
rgTyo-�"2,�26-f
24
Runoff-Depth=2.7$••
22
- I 1 -
-
-
-
-
1 1 1 1 -T C56 n�M-
_0
LL 20T:T7�
18
GTN�8
16
14
-
12
10
17
-T
7
L
L
1 I71 a T -E
8
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 141.96 cfs @ 12.60 hrs, Volume= 996,367 cf, Depth= 2.32"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
I I I I
ype 1124 hr
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
I I I I
ype 1124 hr
130
--4
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
-1
Shallow Concentrated Flow, Shallow Conc
T 7-
f �
RuInD rea�l 18. r mo'
I
100
90
-
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
A
Shallow Concentrated Flow, Shallow
T L
I I -FlI" L�ngih=�2�2'
70
U- 60
1
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
4
- 4- �N 163
40
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
1 L
20
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
150141.96
140
cfs
I I I I
ype 1124 hr
130
--4
-4-
--2"ea# Rainfa114.20!'
120
110
�
-1
7
T 7-
f �
RuInD rea�l 18. r mo'
I
100
90
-
T
T
-Rrnolff- o� 9916,�7--II d1
Runoff -Depth 2.32"
w
o $° '
-�
A
T
T L
I I -FlI" L�ngih=�2�2'
70
U- 60
1
T
T T
1 1 Tc758.1tn" 1
50
4
- 4- �N 163
40
30
1 L
20
10
0
0 5 10 15 20
25
30
35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment Ex -4: Ex -4
Runoff = 23.98 cfs @ 12.41 hrs, Volume= 138,207 cf, Depth= 1.63"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 25 -Year Rainfall=6.20"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
n= 0.035 Earth, dense weeds
39.2 3,721 Total
Subcatchment Ex -4: Ex -4
Hydrograph
26 23.98 cfs
24-//// Type 124 -hr
22 -//25 -Yea% Rainfa11;i6.20"
20 Runoff Arpa=1,014 GA Sf
16 Runoff Volume=1� 8�O7�I cf
16 -Rutnoff-bepth=1.63"
w -
14-
-
4 -f I" Lengih x,74-1'
3
12
10 Tc=,3%x2 n#n
l l "-5
6
1 12030 41 4 1 5 5 0 61 0 :1 90 95
❑Runoff

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 17
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf,
20.00% Impervious,
Inflow Depth = 2.78" for 25 -Year event
Inflow =
56.52 cfs @
12.04 hrs,
Volume=
141,683 cf
Outflow =
52.07 cfs @
12.08 hrs,
Volume=
134,037 cf, Atten= 8%, Lag= 2.4 min
Primary =
52.07 cfs @
12.08 hrs,
Volume=
134,037 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.19' @ 12.08 hrs Surf.Area= 10,620 sf Storage= 19,244 cf
Plug -Flow detention time= 47.0 min calculated for 134,024 cf (95% of inflow)
Center -of -Mass det. time= 17.0 min ( 860.3 - 843.3 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=52.04 cfs @ 12.08 hrs HW=587.19' (Free Discharge)
L1=Culvert (Passes 52.04 cfs of 66.83 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 52.04 cfs @ 3.60 fps)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 18
Pond P-4: Det Pond 4
Hydrograph
L
I L
56.52 cfS
■El Inflmow
'
Inflow Area=612,6'12-sf
E Outflow
❑ Se onda ry
60
52.07 cfs
Peak Elev=587.19'
55
/
—
—I Storage=19,244 cf
50
45
40
X
w 35
°
° 30
/
L L_ 11
LL
25:/
/
-1
-J-
t— I --t t
2()://
//////////////////////////////////////
iiiii%//////////////////////////////////////////////////////////////////////

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 19
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 2.45" for 25 -Year event
Inflow = 159.65 cfs @ 12.59 hrs, Volume= 1,252,724 cf
Primary = 159.65 cfs @ 12.59 hrs, Volume= 1,252,724 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
I-
T
L
II
❑Inflow
170
159.65
cfs
T
T
L
Inflow Area=6,135,229
❑ Primary
160
_
sf
150
ITTTTI
1
1 T -
140
130
ITTTT
I
ITTTT I IT
120
I�Tfi�I
I�rt�l1 1 Irt
110
N 100
I�Tfi�III�T��III�
3900
80
"
I
T��I
I�TI I I IA
70
70
60
50
40�-
30
gn
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type// 24 -hr 25 -Year Rainfall=6.20"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 20
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 2.20" for 25 -Year event
Inflow = 161.70 cfs @ 12.59 hrs, Volume= 1,134,573 cf
Primary = 161.70 cfs @ 12.59 hrs, Volume= 1,134,573 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
N
V
3
0
LL
Link XCP2: XCP2
Hydrograph
ii
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment BP -3:
Runoff = 190.21 cfs @ 12.65 hrs, Volume= 1,295,633 cf, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc Length Slope
(min) (feet) (ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232 0.0200
0.15
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9
945 0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7
961 0.0135
0.81
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5
1,977 0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117 0.0210
8.58
231.62
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8
5,232 Total
Subcatchment BP -3:
Hydrograph
�
+
I
t-
I -� -� t t-
210
■Runoff
20900
190.21 cfs
I -T�
y� I12 V
180
170-'/
-
1 15&--1Ye4r Rlainfall*7.OT'
50
- - 4 4
� ea 5,167, 87-
140
-
Runoff Volme=11,2J5,I633-£#
130
k 1
w 120
unoff De h�.61"
100
-I - -
-
I Io* L n91th= 2 '
o
-
LL 90
80
l 1 rt
T
t-
l 11 I I7
60 /
J�
I�
I I I 1 1 -1 -L -L L-
50
40
-4 4-
I 1 A 4 4-
30
20
-
4
-
-
10 /
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment DET -4: Det 4
Runoff = 69.73 cfs @ 12.04 hrs, Volume= 174,505 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
75
70-,
cfs
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
65
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
J T
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
1
t
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
R�nc�ff�C�ol�m=74,505 cf
kr
w
3 40
n= 0.013
11.7 827 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff
Subcatchment DET -4: Det 4
Hydrograph
75
70-,
cfs
hype W24� r
69.73
65
60- eai• Rainfal[:4.61" �
60
55
J T
T
L
nQ
50
N 45
1
t
R�nc�ff�C�ol�m=74,505 cf
kr
w
3 40
u-off-bepth�3.�" -
Flaw-Length=8�7'
35
30
1-1
TI
T
-
n
-I c=11 j Win
25
t//
I�
_ — 8
20
15
T
T
L
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment DR -3: DR -3
Runoff = 51.78 cfs @ 11.96 hrs, Volume= 101,274 cf, Depth= 3.42"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
355,530 68 1 acre lots, 20% imp, HSG B
284,424 80.00% Pervious Area
71,106 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
N
V
3
0
LL
Subcatchment DR -3: DR -3
Hydrograph
51.78 cfs
10 W
T
_I I —i
-�y4e U 244 --hr
60=Yea% Fain-falC2�7.61-
F- T- -Rgngff Area=355,-�3�sf
-Rr� �yoh 374J2 f
ep# 4
I I Ti=S.IO n� in
I A 4 X46$
T T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑Runoff

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 182.01 cfs @ 12.59 hrs, Volume= 1,250,502 cf, Depth= 2.91"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
200
1990-
0 /
Sheet Flow, Sheet
_
� I
y 11 24-�-
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
-I
Shallow Concentrated Flow, Shallow
�
- ►r"=1� 8.�501ae
130 -:runoff
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Z
I
L: I
I- --Run�off�De�h--L2.�t'
110
a 100
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
1
200
1990-
0 /
182.01 cfs
_
� I
y 11 24-�-
160
15"=1Ye-a r Rfiainfa1W7.0V'
150
-t
-I
T
�
- ►r"=1� 8.�501ae
130 -:runoff
Rlungff,
Volume -1,250,502
120
Z
I
L: I
I- --Run�off�De�h--L2.�t'
110
a 100
I -Flog Unglth 14,2 2'
80-/
Tc=58 mm, � I63
60
-4
4
4 4-
50
40
30 �
20
-
10
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment Ex -4: Ex -4
Runoff = 32.62 cfs @ 12.41 hrs, Volume= 180,171 cf, Depth= 2.13"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 50 -Year Rainfall=7.01"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
-
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
Runoffs Arga=1,014,QA8�sf
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
- lour L�ngih=�,7�1'
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
—I T
T
T
—To�� Win
n= 0.035 Earth, dense weeds
39.2 3,721 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment Ex -4: Ex -4
Hydrograph
36
T
34-32.62
32
cfs
T T
ype 1L24 --hr
-
1
-4
4 -60
--Yea% R i nfa I W7.61VI
28
26
Runoffs Arga=1,014,QA8�sf
24
22
Runoff -V f
Runoffuepth=2.13"
20
0 18--I
- lour L�ngih=�,7�1'
16
—I T
T
T
—To�� Win
12
10
— T
T
T
-' — T -T
8
6
TT
T
T T
4-//
�
—
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 50 -Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 26
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf,
20.00% Impervious,
Inflow Depth = 3.42" for 50 -Year event
Inflow =
69.73 cfs @
12.04 hrs,
Volume=
174,505 cf
Outflow =
64.80 cfs @
12.08 hrs,
Volume=
166,860 cf, Atten= 7%, Lag= 2.3 min
Primary =
64.80 cfs @
12.08 hrs,
Volume=
166,860 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.38' @ 12.08 hrs Surf.Area= 10,852 sf Storage= 21,277 cf
Plug -Flow detention time= 40.3 min calculated for 166,842 cf (96% of inflow)
Center -of -Mass det. time= 15.4 min ( 852.7 - 837.3 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=64.73 cfs @ 12.08 hrs HW=587.37' (Free Discharge)
L1=Culvert (Passes 64.73 cfs of 68.45 cfs potential flow)
L2=Custom Weir/Orifice (Weir Controls 64.73 cfs @ 3.87 fps)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type 1124 -hr 50- Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 27
■ Inflow
■ Outflow
■ Primary
■ Secondary
'• • �- '• •
_
1
/
1
i
1
I%
//////////////////////AO
A--////////------
1
1 1
1
1 1 .1
1 SI •1
■ Inflow
■ Outflow
■ Primary
■ Secondary

USI Revision WS2-Detention Type 1124 -hr 50 -Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 28
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 3.06" for 50 -Year event
Inflow = 202.45 cfs @ 12.59 hrs, Volume= 1,563,767 cf
Primary = 202.45 cfs @ 12.59 hrs, Volume= 1,563,767 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
Hydrograph
❑ Inflow
❑Primary
220
210
202.45 cfs
Inflow Area=6,135,229 sf
200
190
—
180
—
170
t t
160
150
140
-Z:7FI
I -1T77FI I 7 -T
N 130
120
-f
+
I
I + I I -+3
110
i—°° 100
171
T
T
F-
71 T 7 E
90
80
70
�-I
I I + I 1-1 I4
60
FOCII����
450
0
30
iu
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 50 -Year Rainfall= 7. 01 "
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 29
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 2.78" for 50 -Year event
Inflow = 208.34 cfs @ 12.59 hrs, Volume= 1,430,673 cf
Primary = 208.34 cfs @ 12.59 hrs, Volume= 1,430,673 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP2: XCP2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Hydrograph
+
±
_
❑Inflow
230
220
208.34 cfs
1 Inflow
Area=
6 174 630_sf
❑ Primary
210 i
-
7
7
200
�
tt-
I I
t
I�
190
180
170
1-4
1 1
-- 4��I
�
I�
160
I
t
fiVI
I
t
t-
I I I
Irt
_1150
40
130
21 120
1
-4
-4
c 110
LL 100
-
+
-
-
-
+
-
90
80
I
-4
-4
4-
60
+
+
40
30 i
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment BP -3:
Runoff = 234.32 cfs @ 12.64 hrs, Volume= 1,580,233 cf, Depth= 3.67"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN DescriDtion
2,229,836 55 Woods, Good, HSG B
2,937,251 71 Meadow, non -grazed, HSG C
5,167,087 64 Weighted Average
5,167,087 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
-
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
-iy� I 41 p�.
220
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
-44
Shallow Concentrated Flow, Shallow
+
I
I-10O-Yeir Rainfall*.W'
iso
_
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Runoff Vol urne:--1,S80,233-e#
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.2
1,117
0.0210
8.58
231.62
Channel Flow, Ex Channel 2
w
a 130
-4
4
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
57.8 5,232 Total
■Runoff
Subcatchment BP -3:
Hydrograph
260
-
250
230
230
234.32 cfs
-
-iy� I 41 p�.
220
210
-
-44
+
I
I-10O-Yeir Rainfall*.W'
iso
_
170
-!'''7'7
Runoff Vol urne:--1,S80,233-e#
160
150
50
fi
�u� ff-tDe�th-".�'
w
a 130
-4
4
1- f log v Length -O -,2$T
0120
LL
-57f& min
: `T`7
1 00
90
60
50
-
-t-++
f-
11 1-+ i I-
40-
20
-
- - -
/
10
0-
0 5 10 15 20
25
30
35 40
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment DET -4: Det 4
Runoff = 83.96 cfs @ 12.04 hrs, Volume= 210,226 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
612,612 68 1 acre lots, 20% imp, HSG B
490,090 80.00% Pervious Area
122,522 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.0
150
0.0367
0.28
Sheet Flow, Sheet
90
85
cfs
Range n= 0.130 P2= 3.56"
1.2
213
0.0367
2.87
Shallow Concentrated Flow, Shallow
80
75
Grassed Waterway Kv= 15.0 fps
0.7
131
0.0381
2.93
Shallow Concentrated Flow, Shallow
_
Z
Z
Grassed Waterway Kv= 15.0 fps
0.8
333
0.0100
7.20
22.62 Pipe Channel, Storm Sewer
—
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
w
50
n= 0.013
11.7 827 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff
Subcatchment DET -4: Det 4
Hydrograph
90
85
cfs
-�y�e ft�24 h r
83.96
80
75
-1
1
L
L
L- 1 -466 -Yea% Fiinfa11;17.9670- "
65
_
Z
Z
L
�qrrarff�j►re�=6�1212�sf
60j/
55
_
—
_Y � O,� 6�cf
11
— -Rurroepth=
w
50
.1-2
c 45
FJs�wengtY--837'
LL 40
35
rt
n*
30
p
25
20
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment DR -3: DR -3
Runoff = 62.10 cfs @ 11.96 hrs, Volume= 122,005 cf, Depth= 4.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
355,530 68 1 acre lots, 20% imp, HSG B
284,424 80.00% Pervious Area
71,106 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
Subcatchment DR -3: DR -3
Hydrograph
65
60
62.10
I
cfs -
-�y4e U 24 -hr
❑Runoff
55
1100 -Yea% Resin-fa11�7.86"
503O�sf
45
y 40
- R n ff of m 1 2&05 d
- I_ � of�eRth=4. "
— -Ru
335
IT5I01
0
25
20
15
+
10
5
T T F T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment Ex -3: Ex WS #3
Runoff = 225.90 cfs @ 12.59 hrs, Volume= 1,530,246 cf, Depth= 3.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (ac)
CN
Description
62.220
55
Woods, Good, HSG B
56.230
71
Meadow, non -grazed, HSG C
118.450
63
Weighted Average
118.450
-1-
100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
26.5
232
0.0200
0.15
Sheet Flow, Sheet
Z
-1-
L _
i i -, -LL
220
Grass: Dense n= 0.240 P2= 3.56"
4.9
945
0.0254
3.24
Shallow Concentrated Flow, Shallow Conc
200
-
Paved Kv= 20.3 fps
19.7
961
0.0135
0.81
-
-
Shallow Concentrated Flow, Shallow
fi
M� f r = 01C61 I
Short Grass Pasture Kv= 7.0 fps
4.5
1,977
0.0156
7.39
199.63
Channel Flow, Ex Channel 1
Runoff Volume=1
X50
-
1 - 4
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5
1,117
0.0156
7.39
199.63
Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
■Runoff
Subcatchment Ex -3: Ex WS #3
Hydrograph
250
Z
-1-
L _
i i -, -LL
220
225.90
cfs _
-t
4
+
I -+ �y� 1 �4 �
200
-
-10(PY"r R�airfall4.W'
190
180
-
-
-
-
fi
M� f r = 01C61 I
17o
-
Runoff Volume=1
X50
-
1 - 4
4
1 �u`noff-Dep h=3.�F
w 140
-
130
I
L I
I I --FlOr Lng
0 120
LL 110
100
-4
-L
�C
4 � IS I
90
80
60
t
t
t- l
1 1 1 fi 1
450
0
30
20
-
J -L 4-
/
10 10
0 0--5' 10 15 20
25
30
35 40
45 50
55 60 65 70 75 80 85 90 95
Time (hours)
■Runoff

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall= 7.86 "
Prepared by Cardno Printed 8/15/2017
HydroCADO 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment Ex -4: Ex -4
Runoff = 42.35 cfs @ 12.38 hrs, Volume= 227,418 cf, Depth= 2.69"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24 -hr 100 -Year Rainfall=7.86"
Area (sf) CN Description
1,014,948 55 Woods, Good, HSG B
1,014,948 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
28.2
150
0.0200
0.09
Sheet Flow, Sheet
I u9offII'A" ,014 r -r
�8
Woods: Light underbrush n= 0.400 P2= 3.56"
5.0
921
0.0370
3.10
Shallow Concentrated Flow, Shallow
24
0 22
41" L� gih �,7i1'
Unpaved Kv= 16.1 fps
6.0
2,650
0.0250
7.41
251.86 Trap/Vee/Rect Channel Flow,
--4 -4�
12
10
Bot.W=5.00' D=2.00' Z= 6.07' Top.W=29.00'
n= 0.035 Earth, dense weeds
39.2 3,721 Total
Subcatchment Ex -4: Ex -4
Hydrograph
46 �
� �
■Runoff
44
42
42.35
cfs - fi
? IF24-hr
38
y�
I -400-Yea% Rainfal14.86"
36
3432
I u9offII'A" ,014 r -r
�8
I� �� � =2 7�1f
w 26
—Rano th=2
24
0 22
41" L� gih �,7i1'
`
18
18
J2 -L L — — — — -JC r iirl
16
14
--4 -4�
12
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 35
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.69' @ 12.09 hrs Surf.Area= 11,233 sf Storage= 24,710 cf
Plug -Flow detention time= 35.5 min calculated for 202,581 cf (96% of inflow)
Center -of -Mass det. time= 14.4 min ( 846.3 - 832.0 )
Volume
Invert Avail.Storage
Summary for Pond P-4: Det Pond 4
Inflow Area =
612,612 sf, 20.00% Impervious,
Inflow Depth = 4.12" for 100 -Year event
Inflow =
83.96 cfs @
12.04 hrs, Volume=
210,226 cf
Outflow =
71.04 cfs @
12.09 hrs, Volume=
202,581 cf, Atten= 15%, Lag= 3.5 min
Primary =
71.04 cfs @
12.09 hrs, Volume=
202,581 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 587.69' @ 12.09 hrs Surf.Area= 11,233 sf Storage= 24,710 cf
Plug -Flow detention time= 35.5 min calculated for 202,581 cf (96% of inflow)
Center -of -Mass det. time= 14.4 min ( 846.3 - 832.0 )
Volume
Invert Avail.Storage
Storage Description
#1
585.00'
40,551 cf
Bio Pond (Prismatic)
Listed below (Recalc)
Elevation
Surf.Area
Voids
Inc.Store
Cum.Store
(feet)
(sq -ft)
(%)
(cubic -feet)
(cubic -feet)
585.00
7,081
0.0
0
0
586.00
8,551
100.0
7,816
7,816
587.00
10,392
100.0
9,472
17,288
588.00
11,617
100.0
11,005
28,292
589.00
12,900
100.0
12,259
40,551
Device Routing Invert Outlet Devices
#1 Primary 581.83' 36.0" Round Culvert
L= 58.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 581.83'/ 580.95' S=0.0150'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 585.98' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 1.00 2.00
Width (feet) 12.00 12.00 12.00 12.00
#3 Secondary 588.00' 10.0' long x 11.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=71.03 cfs @ 12.09 hrs HW=587.69' (Free Discharge)
L1=Culvert (Inlet Controls 71.03 cfs @ 10.05 fps)
L2=Custom Weir/Orifice (Passes 71.03 cfs of 87.50 cfs potential flow)
te3
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

USI Revision WS2-Detention Type 1124 -hr 100-YearRainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD@10.00-19 s/n08568 @2016 HydroCAD Software Solutions LLC Page 36
83 cfS — — — — — — — — — — -
InhOwIAre�=&12,M2--S-f
71 IA-ciQj Peak Elev=587.69'
Storage=24,7-1 O-cf
11 :E E I --I L I I I
4- 1-1 -4
t t t
T T- 1-1 -1 T
---------------
2�! 101, %1 -i Ip" 01 $ 2�! 0110 ;01?� I u 5 - I.-' I ------------ -1 1111

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 37
Summary for Link CP2: CP2
Inflow Area = 6,135,229 sf, 3.16% Impervious, Inflow Depth = 3.73" for 100 -Year event
Inflow = 249.22 cfs @ 12.59 hrs, Volume= 1,904,819 cf
Primary = 249.22 cfs @ 12.59 hrs, Volume= 1,904,819 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link CP2: CP2
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

USI Revision WS2-Detention Type 1124 -hr 100 -Year Rainfall=7.86"
Prepared by Cardno Printed 8/15/2017
HydroCAD® 10.00-19 s/n 08568 @2016 HydroCAD Software Solutions LLC Page 38
Summary for Link XCP2: XCP2
Inflow Area = 6,174,630 sf, 0.00% Impervious, Inflow Depth = 3.42" for 100 -Year event
Inflow = 259.65 cfs @ 12.59 hrs, Volume= 1,757,664 cf
Primary = 259.65 cfs @ 12.59 hrs, Volume= 1,757,664 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Link XCP2: XCP2
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
F11-1 nflow
❑ Primary

August 15, 2017
Mr. Robert D. Patterson, PE
North Carolina Department of Environmental Quality
Storm Water Permitting Program
512 N. Salisbury Street
1612 Mail Service Center
Raleigh, INC 27699-1612
Re: Response to Comments —Addington Crossing Subdivision - Permit No. SW3170304
Mr. Patterson:
carucina
Shaping the Future
Cardno is pleased to provide the attached Addendum No. 3 to the Storm Water Management Plan
for Addington Crossing Subdivision. The addendum includes a response to comments provided by
your office dated June 26, 2017. The comments from the above referenced letter have been
reproduced below and addressed as follows:
1. Provide the missing signed and sealed cover page for the supplement form.
An original copy of the signed supplement form has been provided as an attachment to this
correspondence.
2. Provide the missing signed and notarized cover page for the O&M agreement to show the
revision from the dry basins to bioretention cells.
An original copy of the signed and notarized O&M agreement has been provided as an
attachment to this correspondence.
3. Revise the DA sizes in part IV.10 on SWU-101 to be consistent with the calculations.
The drainage area sizes have been revised. A copy of the revised SWU-101 form has been
provided as an attachment to this correspondence.
4. Provide a soils report that shows the SHWT elevations at each SCM per bioretention
M DC1.
A copy of the original geotechnical letter detailing the SHWT levels have been included as an
attachment to this correspondence.
5. Revise C-509-512 to specify "washed" stone for around the underdrains.
The details have been revised as requested.
9800 Southern Pine Boulevard
Suite I
Charlotte, North Carolina 28273
Phone [phone]
Fax [phone]
vmv.cardno.conn

V�O Cardna
Shaping the Fulure
Page 2
August 15, 2017
In addition to the response to comments above, several items related to the SWMP have been
revised. These revisions were based upon feedback from other review entities. These revisions
include the following:
• Minor revisions have been made to the proposed basin maps to adjust a couple of areas
not being routed correctly. There were also a couple of revisions to the Tc values for
several basins. The revisions are as follows:
- Increased Basin A due to bypass Swale.
- Decreased Basin E due to bypass Swale.
- Adjusted the Tc of Basin E due to there no longer being channel flowjust before the
basin and also due to the reduction in basin area.
- Adjusted the Tc of Basin L due to there no longer being channel flow just before the
basin.
• Detention calculations have been revised to show the volume of the pond beginning at
ground level and disregarding the media storage volume as well as the volume of the
rock berm separating the forebay. The effects from exfiltration and underdrains have
also been disregarded.
• There have been several storm drain inlets that have been added to the project to help
reduce several areas of high spread.
• The twin 60 inch culvert crossing has been revised to reflect the change in hydrology
mentioned above.
If you have any questions or need any additional information pertaining to the response to
comments, please do not hesitate to contact me.
Since
"ert Cash, PE
Project Manager
Cardno (NC) Inc.
Enclosures

5
m
J
a
L0
0
0
(
N
0-
E
c
DET 1 AREA DATA
WATERSHED
(WS)
WS AREA (AC)
CN
TC
AREA E
4.05
68.00
1.17
TOTAL
4.05
68.00
6.50
DET 2 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA I
11.38
68.00
1.17
TOTAL
11.38
68.00
9.30
DET 3 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA L
5.23
68.00
1.17
TOTAL
5.23
79.00
10.50
BYPASS 1 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA B
10.42
68.00
1.17
AREA C
5.30
68.00
79.00
TOTAL
15.72
68.00
30.10
BYPASS 2 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA A
41.86
63.00
1.17
AREA K
3.19
63.00
79.00
TOTAL
45.05
63.00
25.30
DIRECT RELEASE 1 AREA
DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
AREA D
1.42
79.00
AREA F
1.17
79.00
AREA G
0.74
79.00
AREA J
2.42
79.00
TOTAL
5.75
79.00
DIRECT RELEASE 2 AREA
DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
AREA H
0.96
79.00
AREA M
0.79
79.00
AREA N
1.98
79.00
TOTAL
3.72
79.00
BYPASS 4 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA T
2.53
58.00
18.90
TOTAL
2.53
58.00
18.90
COMPARISON PRE TO POST DEVELOPMENT
CONCENTRATION
Q25 (CfS)
Q100 (cfs)
CONCENTRATION
Q25 (Cfs)
Q100 (cfs)
POINT (WS)
o
0 N
POINT (WS)
z o
-c
U)
XCP1
202.92
312.43
CP1
197.72
309.74
XCP2
161.70
259.65
CP2
163.56
254.79
o Q J
U �Q�
N/A
N/A
CP3 (CULVERT ONLY)
178.06
280.14
TOTAL RUNOFF
364.62
572.08
TOTAL RUNOFF
361.28
564.53
(XCP1+XCP2)
(CP1+CP2)
TC=19.7 MINS-- j
EX POND \
S3CHANNEL � NAGE
` - v \ 1 \ \ \ V \ \ \ V A 1 \ FLOW (2) ��
X EN AR
7'
150 K OY
-��U E
R \ �`\ s_� - "'z \ - -- l �/ /l �% �✓ \ �l
l 18
7 �v /Z-
2zp�tisso
3 /
CP2
163.6/254.8
E -AR
PRICE MIL
DE 3 REEK �\ 1
�%� \_ SHA LOW CONC W
G�( VA -
- ET FL W (PAV \< A I�
\\L� =118' L=96' D T3
TC=7.2 MINS T I
I E CHAN DIRECT ( s
/ - 6' RELEA 2 1
I I I V I I I I I r�\ \ \ \ / /i V A
� DET3
/
-SHA W CONC PE DRAT bpi
DRAINAGE AREA Y \ FLOW A y '
\ I I \ 1 I \I \ \ \ ( o BYPASS 2 /UNPAVED) L -A3 (DE 3) / \ 97.7/309.7
A1-74 \
-- A I \ I I I \ I I I I / A v �% CHANNEL FLOW
I 1 I A/ \_� fit -MINS DRAINAGE
BYPASS 3 TC=4.2 MINS \ AREA K \
BYPASS \
=-T SS 1 CHANNEL FLOW
-IEET FLOW \ \ - -
L-232 / l l �'V� 1 �� - - / �P�AINA
- - I v ` , TC#.3 MINS P3
,-26.5 MINS o
/ \ /\ / / \/ \ , \ \ /- - - r / / % Jf�TERMITTEN /
--- ii/ - _ -
DRAINAGE AREA A � ^ _ _ - - -- � ,� RISDIGTIO��i_- - \\
---- i -moi \ -
,NAGE L v v v v v
- N -
-- ,-
yyA'D DRAINAGE
BYPASS 2
SHALLOW CONC. / / / / ` - \L - - - - - - _ BA1 - AREA H
- / /�_ �\ -
FLOW / -- - � � - � �HANPIEL
--- L=1162/// / // / V / -V� _ ��
TC= .1 MINS," / / �\ `� i'-0 SIVA-LL-O W- �> �i�- �L_=1.9)i5�� DRAINAGE
�FtOW A � - -DET R N 1 � � TC=3.8 MINS AREAL '
\ \
PACED) � ` V P HANNECt
140'
MIN TAN L
\ -- \\ \ `�DET 1S� ET
7-_� v v v F OW v
\ \ \= 50' \ D T 1) L -
TC 4.1 MIN
1 I \\\ 1 I I
MIN / EH
BYPASS2 T2S
\ V l \ \ I) / v NC F
SHEET FLOW 1 PIPE v PAVED I
\ \ I NPAVE ( ) I I
\ / � I � B ASS \ \ ) � , I D IP 1 \ \ \
L= 150' \ \ I / 7 - I j
\ I / CH�1NN L L = 154 I I
TC=15 MINS / INS ARE 1 I I
o M TC NEM
I I
I I I I I ( I
NS
BYPAss
CHANN 1 V I I \
L = 199' � � �
�RAINgGE
BYP'A+ - -_
ET FL UV / ------/INV=sz76/�%� _ - -_T_ _ - _\----
_PO E - -- - - - - - - -- --- -
I o I \ \ \ \ \ _ / \\_624s \ \ TT RRDSf� 1357
A I I v v \ v v v y TC=2O 7� MIN N ( I - \ \ V v (60 Pl1BLI R/w - - - - - - - --
/ v v v �v B 4 v \ �O�"TER RD �R 35�T I EX.1 RCP
\ \
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\ \ \ \ BYPASS L \ \\ \� \ \ �// �1�30� E .130' ffUKE ENERGY \ \ I \ \ ( I I I INV 602.2
SHALLOW CONC:A\ v � T =� . MINS - � � � DB 2311PPG 171
\ � �B�30,PG1s �FLOW
co o \ \ \
-DET 2SgETL=766'
\TC=5.7 MINS O A5 100'DRAINA E AREA B QW CON --FLOW,
-
j-
0TP-13.5 MINS 1003'
TC= .O-MINS
r
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LEGEND
BYPASS AREA DETENTION POND 1 DETENTION POND 3
DIRECT RELEASE AREA DETENTION POND 2 DETENTION POND 4
0 75 150 300
1 INCH =150 FEET
o
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0'0 N C ARo�•97/27/2017
X00.-,7•Ess/o*
SEAL
9%*7
'
' 033448 =
ROBERT L. CASH,
P.E.
NC LICENSE No. 033448
DATE
107/27/2017
DRAWN
I HK
DESIGNED
I JW
CHECKED
I RC
PROJECT #
I CALATL1603
SHEET TITLE
POST STORMWATER
TRIBUTARY
MAP (WS1)
SHEET NUMBER
2/5

0 (
a Jul
DET 4 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA P
14.06
AREA O
1.85
TOTAL
14.06
68.00
11.70
BYPASS 3 AREA DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
TC
AREA R
113.70
AREA O
1.85
AREA S
4.92
8.16
68
TOTAL
118.62
64.00
57.80
DIRECT RELEASE 3 AREA
DATA
WATERSHED
(WS)
WS TOTAL
AREA (AC)
CN
AREA O
6.32
Q100 (cfs)
AREA O
1.85
c��
o
0 � N
TOTAL
8.16
68
COMPARISON PRE TO POST DEVELOPMENT
CONCENTRATION
Q25 (cfs)
Q100 (cfs)
CONCENTRATION
Q25 (cfs)
Q100 (cfs)
POINT (WS)
�
c��
o
0 � N
POINT (WS)
� C�1 N
> Z o
U)
XCP1
202.92
312.43
CP1
197.72
309.74
XCP2
161.70
259.65
CP2
163.56
254.79
O Q J
U OR
N/A
N/A
CP3 (CULVERT ONLY)
178.06
280.14
TOTAL RUNOFF
Lu
TOTAL RUNOFF
T
(XCP1+XCP2)
364.62
572.08
(CP1+CP2)
361.28
564.53
-
\\\\ \
z,/// / / / /�
\\ \ \
c,
LQ,oys
LD/
640
FLOODWAIk\
DRAINAGE �
/ / / \
DRAINAGE ARE / \ AREA Q
YEAR
IFEI
�Oo
IN
RCP
INV 608.35
-1-DET4
S CHURCH RDS 13 6
/---` AA WCONC H OW v v
\ o
FLOW
3
//
- - - ----- 21
DRAINAGE AREA R - - - R \\ FL\OW7 _MINS -"24 /_ff � \
/
\ V A
/
\ \
ET FLOW
i ----- - / / / /-- _-----_ - - \ - 0' \
_PD /�
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AG APIZ- -V l / / 7
\
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- v BYPASS 3 _
SHALLOW CONC CFiANNEL-FLOW - \ ��\w - - I v� 6$ 0 SaY_
\ -
--0y
/ D
(UNPAVED�vAA TC=4_.5-MINS
\ A \ TC=19.7 MINS-
, A
7- B S 3 CHANNEL
NAGE
VAAI v \ 1 FLOW (2)
1 71 All
VA
150 KEENEf� fl
\ \ v v BYPASS3 \ 1 I J / / I I V // / / I I �- \ 1 o I I o ( DB23oP1
SHALLOW CONC
v\\VA vv v ---
\ FLOW (PAVED) I / � / / / \ / // // � / ✓ \ v / -- � -- I I / - � A� � � �/\ V v �-� � v � - � v //
\_ �/
TC=49MINS / / / ��/ / / - \v\� - �\ 1 I / / / I I ��� - / / v v v \ _ v� r� ���v v_ CP2
63.6/254.8
\QIAGE-
A PRICE MILL
DE 3 v REEK
�\
SHA LOW CONC W \ VA \
EET FL W (PAV <
X D T 3 11
o \ = 118' L = 96' \ I/ I /
TC=7.2 MINS T
I E CHAN DIRECT I O
RELEA 2 /
r�� v V v v / �/� ��° --/ � \
DET 3 bpi \�I/ !A
SHALL w coNc DRAIN,
\ 1 A A i DRAINAGE AREA Y FLOW AREA /
v---- PAV_lV[EETtD
BYPASS 2
- (DET3i)
19
7.7/3
9.7
11111111111111111111000000
CHANNELFLOW L
L=2174' ------------------- TC- r1 -MINS DRAINAGE
1 AREA KTC=42 MINIS
BYPASS
SHEETFLOW BYPASS 1 CHANNEL FLOW (1)
LL=232' - / Iv v v \ PP�A� 3�MINS CP3
TC=26.5 MINS A
I�ERMITTN
SUM �l bR\AINAGE AREA A \ /
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LEGEND
BYPASS AREA DETENTION POND 1 DETENTION POND 3
DIRECT RELEASE AREA DETENTION POND 2 DETENTION POND 4
0 75 150 300
1 INCH =150 FEET
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.......
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SEAL
17
033448 =
�C
ROBERT L. CASH,
P.E.
NC LICENSE No. 033448
DATE
107/27/2017
DRAWN
I HK
DESIGNED
I JW
CHECKED
IRC
PROJECT #
CALATL1603
SHEET TITLE
POST STORMWATER
TRIBUTARY
MAP (WS2)
SHEET NUMBER
3/5

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Catawba River basin.
4. Total Property Area: 103.66 acres
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:103.66 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHM line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHM line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 11 %
9. How many drainage areas does the project have? (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
Receiving Stream Name
Price Mill Creek
Price Mill Creek
Price Mill Creek
Price Mill Creek
Stream Class *
C
C
C
C
Stream Index Number *
11-138-2-2
11-138-2-2
11-138-2-2
11-138-2-2
Total Drainage Area (sf)
176,424
495,548
228,009
612,612
On-site Drainage Area (so
176,424
495,548
228,009
612,612
Off-site Drainage Area (so
Proposed Impervious Area** (sf)
35,995
101,090
46,470
124,900
% Impervious Area** total
20%
20%
20%
20%
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On-site Buildings/Lots (so
18,100
52,657
24,185
64,827
On-site Streets (sf)
13,225
35,792
16,469
44,394
On-site Parking (sf)
On-site Sidewalks (so
4,670
12,641
5,816
15,679
Other on-site (sf)
Future (sf)
Off-site (so
Existing BUA*** (sf)
0
0
0
1 0
Total (so:
35,995
101,090
46,470
1 124,900
* Stream Class and Index Number can be determined at: http.aortal.ncdenr.orglweblwq&slcsulclassiflcations
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

TO NCDEQ
Attn: Robert D. Patterson, PE
1612 Mail Service Center
Raleigh, NC 27699
Cardno
Shaping the Future
9800 Southern Pine Blvd, Suite I
Charlotte, NC 28273
[phone] FAX [phone]
TRANSMITTAL
DATE: 08/15/17
1PROJECT: CALATL1603
ATTENTION: Robert Patterson
RE: Addington Crossing Construction Documents
07/27/2017
Addington Crossing Revised sheets C-509 to C-512
WE ARE SENDING YOU ® Attached Via
® 1st Class Mail/FedEx ❑ Overnight ❑ Courier
❑ Prints ❑ Shop Drawings ❑ Change Order
* Plans ❑ Samples ❑ Specifications
❑ Sketches ❑ Letter ❑ CD/Diskettes
❑ Agreement ® Report ❑ Permits
❑ Pick-up the following items:
❑ Mylars
❑ Scope of Services
COPIES
DATE
DESCRIPTION
2
07/27/2017
Addington Crossing Revised sheets C-509 to C-512
1
07/27/2017
Post Stormwater Tributary Map (WS1 & WS2) Sheets 2/5 & 3/5
1
08/11/2017
Comment Response Letter
1
08/11/2017
O&M Form signed sheet
1
08/11/2017
SSW-SWU-1 01 -Application with revised DAs
1
08/15/2017
Revised HydroCAD reports
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ For your information ❑ No exception taken
❑ For your use ❑ Submit copies for distribution ❑ Revise and resubmit
❑ As requested ❑ Return corrected ❑ Rejected
® For review and comment ❑
REMARKS:
COPY TO: file SIGNED:
If enclosures are not as noted, please notify us at once.
W:\CalAtlan6cTotter Road\Communication\Transmittals\Transmittal_NCDEQ_RP_2017-08-11.docx
Revised: December 2016

ATLANTIC COAST PIPELINE PROJECT
CONTRACTOR YARDS - FAYETTEVILLE REGION
CUMBERLAND COUNTY, NORTH CAROLINA
EROSION & SEDIMENT CONTROL PLAN
PROJECT CONTACTS
00" , i
Dominion
Energy CR)
OWNER/APPLICANT
DOMINION ENERGY TRANSMISSION, INC.
5000 DOMINION BOULEVARD
GLEN ALLEN, VA 23060
PHONE: [phone]
ERM NC, INC.
CONSULTANT
ERM NC, INC.
LICENSE #F-1223
15720 BRIZHAM HILL AVENUE, SUITE 120
CHARLOTTE, NORTH CAROLINA 28277
SCOTT ROBINSON, PE
704-541-8345
[e-mail]
EXISTING INFORMATION SOURCES
CONTOURS AND BASE MAP PROVIDED BY 13
CONSULTING, LLC WITH ADDITIONAL CONTOURS
OBTAINED FROM THE USGS NATIONAL ELEVATION
DATASET.
PLAN REPRODUCTION WARNING
THE PLANS HAVE BEEN CREATED ON 24"X36"
SHEETS FOR REDUCTIONS, REFER TO GRAPHIC
SCALE.
THE PLANS HAVE BEEN CREATED FOR FULL
COLOR PLOTTING, AND SET OF THE PLANS THAT
IS NOT PLOTTED IN FULL COLOR SHALL NOT BE
CONSIDERED ADEQUATE FOR CONSTRUCTION
PURPOSES.
***WARNING"** INFORMATION MAY BE LOST IN
COPYING AND/OR GRAY SCALE PLOTTING.
NORTH CAROLINA
SHEET INDEX
0
1
08/04/2017
SHEET 1 -
COVER SHEET
1*-
1
08/04/2017
SHEET
2 -FAYETTEVILLE
(SP10_CY SPR10-A) AERIAL OVERVIEW
*1
1
08/04/2017
SHEET
3 -
FAYETTEVILLE (SP10_CY SPR10-A) ESCP
0
1
08/04/2017
SHEET
4 -
ESCP NOTES
0.
1
08/04/2017
SHEET
5 -
ESCP DETAILS
0
1
08/04/2017
SHEET
6 -
ESCP DETAILS
1
08/04/2017
SHEET
7 -
ESCP DETAILS
DRAWING INDEX
LEGEND
F
FILLED CIRCLE INDICATES DRAWING INCLUDED WITHIN THIS ISSUE
MOST RECENT REVISION NUMBER
F MOST RECENT ISSUE OR REVISION DATE
6
-
X/XX/201X
SHEET
X -
SHEET TITLE
LOCATION MAP
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LIMITS OF CONSTRUCTION $ UTILITY POLE
\\ \ \GA
/ // // LIMITS OF DISTURBANCE E GUY ANCHOR
GP
# TI O GUY POLE
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i
® FUEL TANK AREA (25'x 250')
TRAILER (24'x 60')
STORAGE UNITS
TOP SOIL SEGREGATION AREA
t ..
GRAVEL AREA.
GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. A FlLtrr��� ,
1. CONTOURS AND BASE MAP PROVIDED BY 13 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET. O ERM NC, INC.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY. 03/10/17 NJB ISSUED FOR REVIEW ti� �Q` ,. � 5�' f r License xham 3 Atlantic Coast Pipeline LLC
15720 Brixham Hill Ave, Suite 120
2. DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER. A 08/04/17 WTS ISSUED FOR REVIEWIC - ERM Charlotte, NC 28277 [phone]
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
3. NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO - RAWN: NJB 08/04/17
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION. =
TITLE:
4. DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO 0 � � W CHECKED: _ - ATLANTIC COAST PIPELINE
CONTROL MEASURES ARE SPECIFIED. , ,•�� 4 APP. FORBID: FAYETTEVI LLE CONTRACTOR YARD AERIAL OVERVIEW
APP. FOR CONST.: DISTRICT. - COUNTY: STATE: GROUP DWG. NO. REV.
CUMBERLAND NC
rf A . � B� +�`� SCALE: AS NOTED DIWFILE: ACP\North Carolina\ — 2 O F 7

EX. 18" CULVERT
6' 08 COSTS
� Q
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(REF. SHEET 5)
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(REF. SHEET 7)
TS
NC ST
ATE $I
GltWA
Y 24
TRAILERS
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C
W >
GRAVEL PARKING LOT W
(11.3 ACRES)
DIVERSION SWALE
(REF. SHEET 6)
�v o
DIVERSION SWALE C
' (REF. SHEET 6) ,'' PROP. 18" CULVERT &
OUTLET PROTECTION
\S
Jy
GATE POSTS ��'/ / s
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\(� \ LAT:35°02'38.27"
\ l I LON:78°49'20.7146"
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(6.7 ACRES)
y
DIVERSION SWALE ♦ ! ''
(REF. SHEET 6) '
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♦ & OUTLET PROTECTI
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--G
-
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(REF. SHEET 6)
e
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(2.0 ACRES)
/
SUPER SILT FENCE OR
STACKED 18 -INCH CFS
(REF. SHEET 7)
UNNAMED TRIBUTARY
EK
LOCKS CRE
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NIA
SUPER SILT FENCE OR
STACKED 18 -INCH CFS
(REF. SHEET 7)
y
y
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NORTH
-I V-
100 0 50 100
I I I I I I I I I
L EG E N D
LIMITS OF CONSTRUCTION
(40.8 ACRES)
$
UTILITY POLE
C
LIMITS OF DISTURBANCE
GAE
GUY ANCHOR
(39.4 ACRES)
— — — —
CONTRACTOR YARD LIMITS
0
GUY POLE
E
OVERHEAD ELECTRIC LINE
®
UTILITY VALVE
UNDERGROUND GAS LINE
• LM
LINE MARKER
FENCE
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—__--1000------
CONTOUR
FLOW ARROW
wcuc 051e
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ROCK CONSTRUCTION
ENTRANCE (OR APPROVED
ALT.)
®
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OUTLET PROTECTION
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I
PROPOSED DIVERSION SWALE
®
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TOP SOIL SEGREGATION AREA
��•Q�T�
GRAVEL AREA.
PROPOSED COMPOST FILTER
SOCK OR SILT FENCE
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(1.6 ACRES)
SUPER SILT FENCE OR
STACKED 18 -INCH CFS
(REF. SHEET 7)
TS
NC ST
ATE $I
GltWA
Y 24
TRAILERS
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C
W >
GRAVEL PARKING LOT W
(11.3 ACRES)
DIVERSION SWALE
(REF. SHEET 6)
�v o
DIVERSION SWALE C
' (REF. SHEET 6) ,'' PROP. 18" CULVERT &
OUTLET PROTECTION
\S
Jy
GATE POSTS ��'/ / s
S�0
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\ l I LON:78°49'20.7146"
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(REF. SHEET 6) '
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--G
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(REF. SHEET 6)
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(2.0 ACRES)
/
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(REF. SHEET 7)
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LOCKS CRE
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(REF. SHEET 7)
y
y
y
TRUE
NORTH
-I V-
100 0 50 100
I I I I I I I I I
L EG E N D
GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. * ��t� ; "S faE 11 i�r ,
1. CONTOURS AND BASE MAP PROVIDED BY 13 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET. �� \A CARO ' r ERM NC, INC. Atlantic Coast Pipeline LLC
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY. �0 03/10/17 NJB ISSUED FOR REVIEW �ti .''' r License #F-1223
15720 Brixham Hill Ave, Suite 120
2. DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER. A 08/04/17 WTS ISSUED FOR REVIEW Vit. ' = ERM Charlotte, NC 28277 [phone] 925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
3. NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO f RAWN: NJB 08/04/17
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION. -
4. DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO Q w CHECKED: _ _ TITLE: ATLANTIC COAST PIPELINE
CONTROL MEASURES ARE SPECIFIED.
�',, APP. FORBID: FAYETTEVI LLE CONTRACTOR YARD ESCP
CUMBERLAND NC GROUP DWG. NO. REV.
\ ,\� APP. FOR CONST.: DISTRICT: - COUNTY: STATE:
SCALE: DIR/FILE: ACP�NOrtil Car011nB� — 3 O F 7
AS NOTED
LIMITS OF CONSTRUCTION
(40.8 ACRES)
$
UTILITY POLE
C
LIMITS OF DISTURBANCE
GAE
GUY ANCHOR
(39.4 ACRES)
— — — —
CONTRACTOR YARD LIMITS
0
GUY POLE
E
OVERHEAD ELECTRIC LINE
®
UTILITY VALVE
UNDERGROUND GAS LINE
• LM
LINE MARKER
FENCE
o
POST
TS
DITCH
TEST STAND
-TBM
TEMPORARY BENCH MARK
STREAM
—__--1000------
CONTOUR
FLOW ARROW
wcuc 051e
WETLAND
ROCK CONSTRUCTION
ENTRANCE (OR APPROVED
ALT.)
®
FUEL TANK AREA (25'x 250')
OUTLET PROTECTION
TRAILER (24'x 60')
PROPOSED CULVERT
PROPOSED DIVERSION SWALE
®
STORAGE UNITS
TOP SOIL SEGREGATION AREA
��•Q�T�
GRAVEL AREA.
PROPOSED COMPOST FILTER
SOCK OR SILT FENCE
GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. * ��t� ; "S faE 11 i�r ,
1. CONTOURS AND BASE MAP PROVIDED BY 13 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET. �� \A CARO ' r ERM NC, INC. Atlantic Coast Pipeline LLC
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY. �0 03/10/17 NJB ISSUED FOR REVIEW �ti .''' r License #F-1223
15720 Brixham Hill Ave, Suite 120
2. DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER. A 08/04/17 WTS ISSUED FOR REVIEW Vit. ' = ERM Charlotte, NC 28277 [phone] 925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
3. NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO f RAWN: NJB 08/04/17
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION. -
4. DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO Q w CHECKED: _ _ TITLE: ATLANTIC COAST PIPELINE
CONTROL MEASURES ARE SPECIFIED.
�',, APP. FORBID: FAYETTEVI LLE CONTRACTOR YARD ESCP
CUMBERLAND NC GROUP DWG. NO. REV.
\ ,\� APP. FOR CONST.: DISTRICT: - COUNTY: STATE:
SCALE: DIR/FILE: ACP�NOrtil Car011nB� — 3 O F 7
AS NOTED

EROSION AND SEDIMENT CONTROL PLAN NARRATIVE
THE EROSION AND SEDIMENT (E&S) CONTROL MEASURES FOR THE PIPELINE CONSTRUCTION ACTIVITIES PRIMARILY CONSIST OF
BUT ARE NOT LIMITED TO COMPOST FILTER SOCK, BELTED SILT RETENTION FENCE, SUPER SILT FENCE, SLOPE BREAKERS, AND
TEMPORARY AND PERMANENT SEEDING AND MULCHING. BEST MANAGEMENT PRACTICES (BMP) SPECIFICATIONS FOR THE E&S
CONTROL PLAN (E&SCP) ARE TO BE UTILIZED BY THE CONSTRUCTION CONTRACTOR ACCORDING TO THE PROVIDED PLAN.
GENERAL CONSTRUCTION NOTES:
1. DISCHARGING SEDIMENT LADEN WATER WHICH WILL CAUSE OR CONTRIBUTE TO THE DEGRADATION OF A BENEFICIAL USE OF
A WATER OF THE STATE FROM THE CONSTRUCTION SITE, A DEWATERING SITE, OR SEDIMENT BASINTRAP INTO ANY SURFACE
WATER WITHOUT FILTRATION OR EQUIVALENT TREATMENT IS PROHIBITED.
2. THE DISCHARGER SHALL AMEND THE EROSION & SEDIMENT CONTROL PLAN WHENEVER THERE IS A CHANGE IN THE
CONSTRUCTION OR OPERATIONS, WHICH MAY EFFECT THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR
GROUNDWATER.
3. DISCHARGES ORIGINATING FROM OFF-SITE SOURCES, WHICH FLOW THROUGH OR ACROSS THE AREAS DISTURBED BY
CONSTRUCTION, MAY BE DIVERTED AROUND THE ACTIVE CONSTRUCTION AREA WHENEVER POSSIBLE.
4. PERFORM PERMANENT OR TEMPORARY SOIL STABILIZATION WITHIN 7 DAYS WHEN SITE IS AT FINAL GRADE AND ON SITES THAT
ARE NOT AT FINAL GRADE, BUT WILL REMAIN DORMANT FOR MORE THAN 14 DAYS.
5. DUE TO VARYING SITE CONDITIONS, ADDITIONAL SEDIMENT CONTROL BMPS MAY BE NECESSARY BEYOND THE MEASURES
SHOWN ON THE E&S CONTROL PLAN.
6. STAGING AREAS, ASSEMBLY AREAS, TEMPORARY EQUIPMENT AND NON -HAZARDOUS MATERIAL STORAGE AREAS SHALL BE
LOCATED OUTSIDE 100 -YR FLOOD ZONES. HAZARDOUS MATERIAL STORAGE AREAS SHALL BE LOCATED AT LEAST 100 FEET
BACK FROM SURFACE WATER BODIES.
7. EQUIPMENT STORAGE IN CONSTRUCTION STAGING AREAS SHALL BE LOCATED A MINIMUM OF 100 FEET AWAY FROM WETLAND
EDGE.
8. AT MINIMUM, ALL BMPS ARE TO BE INSPECTED ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS AFTER ANY STORM
EVENT GREATER THAN 0.5 -INCH PER 24-HOUR PERIOD DURING THE ENTIRE PROJECT. A WRITTEN REPORT MUST ALSO BE
COMPLETED, DOCUMENTING EACH INSPECTION AND, IF NECESSARY, ANY REPAIR, REPLACEMENT OR MAINTENANCE ACTIVITY.
9. THE CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING FACILITY SHOWN ON THE DRAWINGS,
AND ANY OTHER WHICH IS NOT ON RECORD OR NOT SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL POTHOLE EXISTING
UTILITIES AT THE POINTS OF CONNECTION AND ALL UTILITY CROSSINGS TO DETERMINE EXACT LOCATIONS PRIOR TO THE
START OF WORK. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND EXISTING CONDITIONS SHALL BE REPORTED TO THE
ENGINEER OF RECORD IMMEDIATELY.
10. ALL WORK WITHIN A PUBLIC RIGHT-OF-WAY SHALL BE COORDINATED WITH THE AGENCY HAVING JURISDICTION.
11. ALL REQUIRED PERMITS MUST BE OBTAINED PRIOR TO STARTING WORK.
12. DURING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION, STABILIZATION AND MAINTENANCE
OF ALL EXISTING AND PROPOSED SITE EROSION & SEDIMENTATION CONTROL DEVICES AND FACILITIES.
13. THE CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE
CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE
COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING EROSION & SEDIMENTATION DEVICES AND SAFETY OF ALL PERSONS
AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL
WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD THE ENGINEER
OF RECORD HARMLESS OF ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON
THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF ENGINEER OF RECORD.
14. AS SITE SPECIFIC CONDITIONS MAY WARRANT, THE E&SC PLAN MAY REQUIRE MINOR MODIFICATIONS TO ENSURE PROPER
PROTECTION OF RECEIVING WATERS. THE RESPECTIVE PROJECT ENVIRONMENTAL INSPECTOR (EI) WILL IDENTIFY SITE
SPECIFIC AREAS WHERE A CERTAIN BMP MODIFICATION(S) IS NECESSARY TO EITHER OMIT OR ENHANCE BMPS IN SUCH
AREAS. THIS PROCESS ENTAILS THE EI TO IDENTIFY LOCATIONS WHERE BMPS WILL NEED TO BE ALTERED, SUBSTITUTED OR
OMITTED AND CONTACT THE DOMINION GAS COMPLIANCE SPECIALIST TO REVIEW PROPOSED CHANGES. UPON REVIEW AND
APPROVAL BY THE DOMINION COMPLIANCE SPECIALIST, THE EI WILL REDLINE, DATE, AND SIGN THE E&SCP DRAWING(S)
DEPICTING THE REDLINE CHANGE(S). ONCE THIS PROCESS IS COMPLETED, THE EI WILL NOTIFY NCDEQ OF SUCH MINOR
MODIFICATION REDLINE AMENDMENTS AS REQUIRED BY THE GENERAL PERMIT.
BMP INSTALLATION AND REMOVAL SEQUENCE
SEQUENCE OF CONSTRUCTION
EROSION AND SEDIMENTATION. THE CONTRACTOR MAY DEVIATE SLIGHTLY FROM THE STAGING OF PERMANENT SITE
STABILIZATION TIMEFRAMES
1.
A PRE -CONSTRUCTION MEETING SHOULD TAKE PLACE PRIOR TO START OF CONSTRUCTION ACTIVITIES.
PERIMETER DIKES, SWALES, DITCHES, SLOPES 7 DAYS
2.
BEGIN CLEARING AND GRUBBING SITE. CLEAR AND GRUB ONLY THOSE AREAS NECESSARY FOR INSTALLATION OF THE
HIGH QUALITY WATER (HQW) ZONES 7 DAYS
EROSION CONTROL MEASURES.
SLOPES STEEPER THAN 3:1 7 DAYS
3.
INSTALL SILT FENCE AS SHOWN ON THE PLANS.
SLOPES 3:1 OR FLATTER 14 DAYS
4.
ONCE EROSION CONTROL MEASURES HAVE BEEN INSTALLED AND PRIOR TO SEDIMENT REMOVAL ACTIVITIES, THE SITE IS TO
ALL OTHER AREAS (SLOPES FLATTER THAN 4:1) 14 DAYS
BE INSPECTED BY NCDENR - LAND QUALITY.
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN 21 DAYS AFTER THE CONSTRUCTION
5.
GRADE SITE ACCORDING TO CONTRACT DOCUMENTS. MAINTAIN EROSION CONTROL DEVICES AS NEEDED.
ACTIVITY IN THAT PORTION OF THE SITE HAS PERMANENTLY CEASED.
6.
INSTALL STORM DRAINAGE AS INDICATED ON PLANS.
4. WHERE THE INITIATION OF STABILIZATION MEASURES WITHIN 7 DAYS AFTER CONSTRUCTION ACTIVITY TEMPORARILY OR
7.
GRASS OR OTHERWISE STABILIZE ALL AREAS AS THEY ARE BROUGHT TO FINAL GRADES.
PERMANENTLY CEASES IS PRECLUDED BY SNOW COVER, STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS
8.
THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES TO
CONDITIONS ALLOW.
MINIMIZE EROSION. INSPECT AND REPAIR MEASURES AFTER EACH RAINFALL AND AS NEEDED THROUGHOUT THE PROJECT.
5. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE SITE WITHIN 21 DAYS FROM WHEN ACTIVITIES CEASED
9.
CONTRACTOR TO LEAVE ALL EROSION CONTROL DEVICES IN PLACE AT THE CONCLUSION OF THIS CONTRACT. CONTRACTOR IS
(E.G., THE TOTAL TIME PERIOD THAT CONSTRUCTION ACTIVITY IS TEMPORARILY HALTED IS LESS THAN 21 DAYS), THEN
TO CLEAN-OUT, REPAIR AND GRASS STABILIZE ALL DENUDED AREAS. ALL AREAS WILL BE RETURNED TO THE STATE OF
STABILIZATION MEASURES DO NOT HAVE TO BE INITIATED ON THAT PORTION OF THE SITE BY THE SEVENTH DAY AFTER
EXISTING CONDITIONS PRIOR TO CONTRACT AS A MINIMUM.
CONSTRUCTION ACTIVITIES HAVE TEMPORARILY CEASED.
10.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTAIN SEDIMENT ONSITE. ADDITIONAL EROSION CONTROL MEASURES MAY BE
6. AREAS WHERE THE SEED HAS FAILED TO GERMINATE ADEQUATELY (UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY
REQUIRED BY THE ENGINEER.
OF 70%) WITHIN 30 DAYS, SEEDING AND MULCHING MUST BE RE -SEEDED IMMEDIATELY, OR AS SOON AS WEATHER PERMITS.
11.
ALL EROSION CONTROL MEASURES TO BE IN ACCORDANCE WITH THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN REQUIREMENTS AND LAND DEVELOPMENT STANDARDS.
POLLUTANT CONTROLS
MAINTENANCE
SCHEDULE
AFTER FULL REVEGETATION HAS BEEN ACHIEVED, ALL BMPS WILL BE REMOVED AND ANY LAND DISTURBED BY REMOVAL WILL BE
PERMANENTLY STABILIZED. UNLESS OTHERWISE SPECIFIED, ALL MAINTENANCE MUST BE COMPLETED IMMEDIATELY AFTER AN
INSPECTION IDENTIFIES THAT A BMP IS NOT FUNCTIONING AS REQUIRED.
THE ROW AND ESC DEVICES WILL BE INSPECTED DAILY AT THE ACTIVE CONSTRUCTION SITE AND AT LEAST ONCE EVERY
SEVEN CALENDAR DAYS FOR ACTIVELY DISTURBED AREAS, 14 CALENDAR DAYS FOR RESTORED AREAS, AND WITHIN 24 HOURS
AFTER ANY STORM EVENT GREATER THAN ONE -HALF-INCH PER 24-HOUR PERIOD.
SEDIMENT MUST BE REMOVED WHERE ACCUMULATION REACHES ONE-HALF THE ABOVE GROUND HEIGHT OF THE CONTROL
MEASURE.
EROSION CONTROL MEASURES, WHICH HAVE BEEN UNDERMINED OR TOPPED, SHALL BE REPAIRED IMMEDIATELY.
• OTHER REQUIRED REPAIRS OR MAINTENANCE SHALL BE MADE IMMEDIATELY.
TEMPORARY AND PERMANENT E&S CONTROL BMPS SHALL BE MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUED
PERFORMANCE OF THEIR INTENDED FUNCTION.
MATERIAL WASTE HANDLING AND RECYCLING
1. SOLID WASTE DISPOSAL SHALL BE HANDLED THROUGH ONE OF THE LOCAL LICENSED WASTE MANAGEMENT PROVIDERS AND
PERMITTED DISPOSAL FACILITIES. THE CONTRACTOR WILL PROVIDE MOBILE AND COVERED WASTE RECEPTACLES AS NEEDED
ALONG THE PROJECT LIMITS. CONTRACTOR SHALL ALSO PROVIDE A COVERED DUMPSTER FOR CONSOLIDATION OF WASTE
FOR PICK UP AND DISPOSAL FOR THE DURATION OF THE PROJECT. ALL SOLID WASTE SHALL BE DISPOSED OF AT A LICENSED
PERMITTED MUNICIPAL LANDFILL.
2. THE CONTRACTOR WILL BE RESPONSIBLE FOR ANY PERMITS AN DOR DISPOSAL FEES. THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE TO ASSURE THAT ALL MATERIALS AREA HANDLED AND DISPOSED OF IN ACCORDANCE WITH APPLICABLE LAWS,
RULES, AND REGULATIONS, INCLUDING BUT NOT LIMITED TO THOSE ISSUED BY THE ENVIRONMENTAL PROTECTION AGENCY,
NCDEQ, AND OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION.
3. CONTRACTOR SHALL PRACTICE GOOD HOUSEKEEPING FOR THE DURATION OF THE PROJECT INCLUDING THE ROUTINE
REMOVAL AND DISPOSAL OF SOLID WASTE.
4. CONTRACTOR SHALL KEEP RECORDS OF PROPER SOLID WASTE DISPOSAL AND PROVIDE COPIES TO THE EI.
SEEDING AND MULCHING
CONSTRUCTION MUST BE IN ACCORDANCE WITH THE FOLLOWING SEQUENCE. THIS SEQUENCE IS DESIGNED TO MINIMIZE SOIL
EROSION AND SEDIMENTATION. THE CONTRACTOR MAY DEVIATE SLIGHTLY FROM THE STAGING OF PERMANENT SITE
SEE SEED MIXES, SOIL AMENDMENTS, AND MULCH SPECIFICATIONS SPECIFIED IN THE ACP RESTORATION AND REHABILITATION
IMPROVEMENTS, BUT NO DEVIATION FROM THE RELATIVE ORDER OF EROSION AND SEDIMENTATION CONTROL MEASURES WILL BE
PLAN.
ALLOWED.
1. SEEDBED PREPARATION: AREAS TO BE SEEDED SHALL BE DISKED TO A DEPTH OF 4 -IN TO 6 -IN WHENEVER FEASIBLE, AND
SMOOTHLY GRADED.
THE STAGING OF EARTHMOVING ACTIVITIES FOR THIS PROJECT IS A GENERAL DESCRIPTION OF THE WORK REQUIRED. ALL WORK
2. IN TOPSOILED AREAS, SOIL TO BE REDISTRIBUTED EVENLY AND STABILIZED PRIOR TO SEEDING.
SHALL BE COMPLETED IN ACCORDANCE WITH COMPANY STANDARDS, THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL
3. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE CONSTRUCTION
QUALITY REGULATIONS AND ALL OTHER APPLICABLE FEDERAL, STATE OR LOCAL REQUIREMENTS.
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN 21 DAYS AFTER THE CONSTRUCTION
ACTIVITY IN THAT PORTION OF THE SITE HAS PERMANENTLY CEASED.
THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN INCLUDING THE SOIL EROSION CONTROL DRAWINGS AND NARRATIVE
4. WHERE THE INITIATION OF STABILIZATION MEASURES WITHIN 7 DAYS AFTER CONSTRUCTION ACTIVITY TEMPORARILY OR
SHALL BE AVAILABLE ON SITE AT ALL TIMES DURING EARTH DISTURBANCE.
PERMANENTLY CEASES IS PRECLUDED BY SNOW COVER, STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS
CONDITIONS ALLOW.
1. STAKE AND/OR FLAG ALL LIMITS OF DISTURBANCE FOR CONSTRUCTION ACTIVITIES, CLEARLY IDENTIFYING WETLAND AND
5. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE SITE WITHIN 21 DAYS FROM WHEN ACTIVITIES CEASED
STREAM EDGES. INSTALL SIGNS TO DESIGNATE THE AREA TO IDENTIFY IMPORTANT PROJECT ATTRIBUTES SUCH AS
(E.G., THE TOTAL TIME PERIOD THAT CONSTRUCTION ACTIVITY IS TEMPORARILY HALTED IS LESS THAN 21 DAYS), THEN
WETLANDSTREAM BOUNDS, EXCLUSION AREAS ETC.
STABILIZATION MEASURES DO NOT HAVE TO BE INITIATED ON THAT PORTION OF THE SITE BY THE SEVENTH DAY AFTER
2. INSTALL ROCK CONSTRUCTION ENTRANCES IMMEDIATELY BEFORE INITIAL DISTURBANCES. THE ROCK CONSTRUCTION
CONSTRUCTION ACTIVITIES HAVE TEMPORARILY CEASED.
ENTRANCES TO BE UNDERLAIN BY FILTER FABRIC. ALL CONSTRUCTION TRAFFIC SHOULD USE ONLY ROCK CONSTRUCTION
6. AREAS WHERE THE SEED HAS FAILED TO GERMINATE ADEQUATELY (UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY
ENTRANCE FOR INGRESS AND EGRESS. ALL MUD OR SEDIMENT TRACKED ONTO THE EXISTING ROADWAY SHALL BE REMOVED
OF 70%) WITHIN 30 DAYS, SEEDING AND MULCHING MUST BE RE -SEEDED IMMEDIATELY, OR AS SOON AS WEATHER PERMITS.
BY THE CONTRACTOR AS NECESSARY.
3. INSTALL SILT FENCE AND COMPOST FILTER SOCKS AS NECESSARY ALONG THE ACCESS ROADS TO PREVENT SEDIMENT LADEN
POLLUTANT CONTROLS
RUNOFF FROM ENTERING DOWNSTREAM WATER BODIES. MAINTAIN THE ACCESS ROADS AS REQUIRED, ASSOCIATED DITCHES,
AND NECESSARY OUTLET PROTECTION.
REPORTABLE SPILLS OCCURRING DURING CONSTRUCTION, OPERATION AND MAINTENANCE ARE TO BE REPORTED
4. PRIOR TO AND SIMULTANEOUS WITH GRADING AND EXCAVATION, INSTALL REMAINING EROSION CONTROL DEVICES (ECD)
IMMEDIATELY TO THE MONITORING CENTER IN ACCORDANCE WITH DOMINION POLICIES, PLANS AND PROCEDURES.
SHOWN ON THE PLANS.
DOMINION'S ENVIRONMENTAL HEALTH AND SAFETY DEPARTMENT WILL BE RESPONSIBLE FOR CONTACTING THE APPROPRIATE
5. COMMENCE GRADING AND ASSOCIATED CUT AND FILL SLOPES. THE EARTH MOVING ACTIVITY SHALL BEGIN IN AREA OF CUT SO
AGENCIES, EXCEPT AS PROVIDED FOR BELOW.
THAT THE CUTS CAN BE PLACED IN AREAS OF FILL. REMOVE TOPSOIL FROM AREAS TO RECEIVE FILL PRIOR TO FILLING.
ANY FACILITY OWNER/OPERATOR WHO IS SUBJECT TO THE SPCC RULE MUST COMPLY WITH THE REPORTING REQUIREMENTS
6. FINALIZE UTILITY INSTALLATION AND ROADWAY GRADES AND PLACE TOPSOIL ON THE CUT AND FILL AREAS. STABILIZE CUT AND
FOUND IN 40 CFR 112.4. A DISCHARGE MUST BE REPORTED TO THE EPA REGIONAL ADMINISTRATOR (RA) WHEN THERE IS A
FILL SLOPES, AFTER PLACEMENT OF STOCKPILED TOPSOIL ON EXCAVATED SLOPES, AND AS DIRECTED.
DISCHARGE OF:
7. RE -DISTRIBUTION OF WET SEDIMENT FROM DEVICES AND FACILITIES SHALL ONLY BE PERMITTED UPHILL OF AN EFFECTIVE
•• MORE THAN 1,000 GALLONS OF OIL IN A SINGLE DISCHARGE TO NAVIGABLE WATERS OR ADJOINING SHORELINES,
SEDIMENT CONTROL DEVICE OR FACILITY. SEDIMENT LADEN RUNOFF SHALL NOT BE ALLOWED TO FLOW DIRECTLY INTO
•• MORE THAN 42 GALLONS OF OIL IN EACH OF TWO DISCHARGES TO NAVIGABLE WATERS OR ADJOINING SHORELINES
WATER BODIES.
OCCURRING WITHIN ANY TWELVE-MONTH PERIOD.
8. ANY EXPOSED TOPSOIL PILES SHOULD BE STABILIZED & SEEDED PER THE PERMIT REGULATIONS, AND BY TABLES SHOWN ON
IF A DOMINION REPRESENTATIVE CANNOT BE PROMPTLY CONTACTED AND THE SPILL HAS IMPACTED WATER, THE PERSON
THE APPROVED EROSION CONTROL PLANS AND MULCHED WITH STRAW AS SPECIFIED BY THE PROJECT OWNER.
DISCOVERING THE SPILL OR RELEASE WILL CONTACT THE NATIONAL RESPONSE CENTER AT 1-800-424-8802 AND REPORT THE
9. UPON MINIMUM 70% UNIFORM PERENNIAL VEGETATIVE GROWTH, REMOVE TEMPORARY SEDIMENT CONTROLS. REMOVE
RELEASE. THAT PERSON WILL CONTINUE CALLING DOMINION UNTIL A REPRESENTATIVE IS REACHED.
ACCUMULATED SEDIMENTS WITHIN THE TRAPS, RE -GRADE TRAPS TO FINAL CONTOURS. STABILIZE SITE PER THE PLANS.
GENERAL NOTES AND COMMENTS:
SYM.
DATE
BY
REVISION INFORMATION
PROJECT/TASK
APP.
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ERM NC, INC.
License #F-1223
Atlantic Coast Pipeline, LLC
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03/10/17
NJB
ISSUED FOR REVIEW
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08/04/17
WTS
ISSUED FOR REVIEW
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15720 Brixham Hill Ave, Suite 120
F, R Nf Charlotte, NC 28277 [phone]
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
DRAWN: NJB
08/04/17
-
TITLE: ATLANTIC COAST PIPELINE
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CHECKED: _
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EROSION AND SEDIMENT CONTROL PLAN NOTES
APP. FOR BID:
♦
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GROUP
DWG. NO.
REV.
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APP. FOR CONST.:
DISTRICT. - COUNTY. - STATE: NC
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DIRiFILE: ACP\North Carolina\
-
4 OF 7
1
SCALE: AS NOTED

100' MIN. PUBLIC STREET
00 pC� O 00
0 000p 0 U 000001 pp
a 6" MIN. THICKNESS FILTER FABRIC UNDER STONE
EXISTING GROUND
100' MIN.
GENERAL NOTES:
1. A STABILIZED PAD OF WASHED STONE SHALL BE LOCATED WHERE TRAFFIC WILL BE ENTERING OR LEAVING A
CONSTRUCTION SITE TO OR FROM A PUBLIC STREET.
2. STONE TO BE SURGE STONE OR 2"-3" RAILROAD BALLAST
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN NECESSARY, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN.
6. FILTER FABRIC SHALL BE MIRAFI 500 OR EQUIVALENT.
(N. C. STD. N0. 6.06
TEMPORARY CONSTRUCTION
ENTRANCE DETAIL
A
CREEK BANK
AOOR£OATE OR
SAHD&WS
1' FLUME PW
CREEK BIOTTOY ~
QCiYAflD TQM
PROPOSED PIPELAK
SECTION d'A -A"
DIRT PLUG
` EXCAVATED TRENCH
_ 8
1
I
I PROPOSED UTILITY
I
I
I.L. 1, 1. 1._1.1.1
EROSION CON"M
MEASURES TO K __
LOCATED BELOW
APPROACH AREAS
AC4114fOATE OR CREE-K BANK
SANDBAGS
FLUME PIPE
PROPOSED
PIPEUNE
SECTIO.N" "B-- B"
NOT TO SCALE
NOTES:
1. GRUBBING SHALL NOT TAKE PLACE WITHIN 50 FT OF TOP OF BANK UNTIL ALL MATERIALS REQUIRED TO COMPLETE THE
CROSSINGS ARE ON SITE AND PIPE IS READY FOR INSTALLATION.
2. PIPE CULVERT FOR FLUME AND ACCESS ROAD MAY BE ONE CONTINUOUS PIPE.
3. WATER ACCUMULATING WITHIN THE WORK AREA SHALL BE PUMPED TO A PUMPED WATER FILTER BAG PRIOR TO
DISCHARGING INTO SURFACE WATER.
4. ALL EXCESS MATERIAL SHALL BE IMMEDIATELY REMOVED FROM THE STREAM CROSSING AREA.
5. ALL DISTURBED AREAS WITHIN 50 FEET OF TOP OF BANK SHALL BE BLANKETED OR MATTED WITHIN 24 HOURS OF INITIAL
DISTURBANCE FOR MINOR STREAMS OR 48 HOURS OF INITIAL DISTURBANCE FOR MAJOR STREAMS, UNLESS OTHERWISE
AUTHORIZED.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE
IN PLACE, CONTRACTOR CAN PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED
OUTSIDE THE CHANNEL. CHANNEL BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL
BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS USING SEED MIXTURES AS SPECIFIED HEREIN.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL
BLANKET USING MANUFACTURER RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 1:
FLUME CROSSING DETAIL
NOT TO SCALE
24"
DEPTH OF
TRENCH
SECTION VIEW
ti TRENCH PLUG
SPACING
jl I
STACKED CLAY,
BENTONITE OR
CONCRETE -FILLED
SACKS
PIPE BEDDING
ELEVATION PIPE INVERT
CONSTRUCTION NOTES:
1. TRENCH PLUGS ARE REQUIRED AT ALL STREAM, RIVER, WETLAND, OR OTHER WATER
BODY CROSSINGS REGARDLESS OF TRENCH SLOPE.
2. TOPSOIL MAY NOT BE USED TO FILL SACKS.
3. TRENCH PLUG LOCATION AND SPACING SHALL BE IN ACCORDANCE WITH CONSTRUCTION
ALIGNMENT SHEETS, OR AS OTHERWISE DIRECTED BY THE EI.
TRENCH PLUG DETAIL
NOT TO SCALE
TRENCH
S�Oey
WELL VEGETATED
AREA
SPACING OF WATERBARS
(IN ACCORDANCE WITH
CONSTRUCTION
ALIGNMENT SHEETS)
PIPELINE TRENCH \
TRENCH SPOILS (TYP.)
`SLOPE BREAKER
(TYP.)
A
A'
SOIL DIVERSION BERM OR COMPOST FILTER
SOCK FOR TEMPORARY WATERBAR (SEE SOIL
18" MIN. AFTER DIVERSION BERM AND COMPOST FILTER SOCK
COMPACTIO DETAILS, THIS SHEET), SOIL DIVERSION BERM
FOR PERMANENT WATERBAR.
U MIN.
AFTER COMPACTION
FINAL GRADE
SECTION A - A'
TYPICAL LOCATION OF SEDIMENT PROPOSED
BARRIER (IF REQUIRED, SEE NOTE 5) R.O.W.
NOTES:
1. TEMPORARY SLOPE BREAKERS SHALL BE INSTALLED UPON INITIAL DISTRUBANCE OF THE SOIL. PERMANENT WATERBARS SHALL BE
INSTALLED AFTER THE TRENCH HAS BEEN BACKFILLED.
2. WATERBARS SHALL NOT DISCHARGE TO THE OPEN TRENCH AND SHOULD BE ALIGNED SO THAT DISCHARGES DO NOT FLOW BACK
ONTO THE RIGHT-OF-WAY. RUNOFF SHALL BE DIRECTED TO THE DOWNSLOPE SIDE OF THE DISTURBED AREA.
3. SLOPES GREATER THAN 30% MAY REQUIRE THE INSTALLATION OF A PARALLEL COLLECTION DITCH AND SEDIMENT TRAP AT THE
BOTTOM OF THE SLOPE IN PLACE OF WATERBARS.
4. WATERBARS MUST BE INSTALLED AT ALL PUBLIC ROADWAY AND RAILROAD CUT SLOPES.
5. IF A SUITABLE VEGETATIVE FILTER STRIP DOES NOT EXIST AT THE POINT OF DISCHARGE FOR ANY WATERBAR, A SEDIMENT BARRIER
SHALL BE PROVIDED (E.G., FILTER SOCK, SILT FENCE, OR SOIL DIVERSION BERM, SEE DETAILS, THIS SHEET)
MAINTENANCE NOTES:
1. PERIODICALLY INSPECT RIGHT-OF-WAY DIVERSIONS FOR WEAR AND AFTER EVERY HEAVY RAINFALL FOR EROSION DAMAGE.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA, AND REPAIR THE DIKE. CHECK OUTLET AREAS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN PERMANENT ROAD DRAINAGE IS ESTABLISHED AND THE AREA ABOVE THE TEMPORARY RIGHT-OF-WAY DIVERSIONS IS
PERMANENTLY STABILIZED, REMOVE THE DIKE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, AND APPROPRIATELY
STABILIZE THE DISTURBED AREA.
TYPCIAL WATERBAR AND
TEMPORARY SLOPE BREAKER DETAIL
TRENCH PLUG AND FILTER SOCK
TOP
SPOIL PILE SOIL
BELTED SILT RETENTION 0
FENCE (TYP.) TOPSOIL \ \ o
LU BUFFER ZONE IS NOT TO HAVE
0 VEGETATION REMOVED (EXCEPT
O TRENCH LINE). TREES ARE TO BE CUT
STANDBY PUMP \\\\ w z \ \\ j�\\ 0- FLUSH TO GRADE. REMOVE STUMP
2 \/\\/ ONLY IF SAFETY BECOMES A FACTO[
PUMP AND FUEL CAN PLACED FS 50' 5
� 50 _//// (BOTH SIDES OF STREAM)
IN FLUID CONTAINMENT BOX 0 LU DI F
BACKHOE �� o
25' MIN. TIMBERMAT
TOP OF BANK
_tuuj HOSE UU
STREAM FLOW 7
TRENCH ENERGY DISSIPATOR
SCREENED INLET PLUG (E.G., FILTER BAG)
TOP OF BANK BACKHOE
/ 0 25' MIN. DOWNSTREAM SANDBAG
UPSTREAM SANDBAG / COFFERDAM
COFFERDAM \ FBA-�
50'
LU
\\j\ Q
w
00 Q TOP
CLp
TOP SOIL � SOIL
SPOIL
PILE PIPE WELDED, CONIC.
COATED OR WEIGHTED
TRENCH PLUG
AND BELTED SILT
RETENTION FENCE
NOTES:
1. USE DAM AND PUMP METHOD ON NARROW WATERCOURSES WITH LIMITED STREAM FLOW TO PREVENT SEDIMENTATION AND INTERRUPTION OF STREAM FLOW
DURING CROSSING CONSTRUCTION. IF FISH PASSAGE IS A CONCERN THIS METHOD IS NOT APPROPRIATE.
2. SCHEDULE CONSTRUCTION DURING PERIOD OF LOW STREAM FLOW.
3. SET UP PUMP AND HOSE AS SHOWN, OR USE OTHER PRACTICAL ALTERNATIVES. PUMP SHOULD HAVE TWICE THE PUMPING CAPACITY OF ANTICIPATED
FLOW. HAVE STANDBY PUMP ON SITE.
4. INSTALL UPSTREAM DAM COMPOSED OF SANDBAGS OR CLEAN GRAVEL WITH PLASTIC UNDERLINING. INSTALL DOWNSTREAM DAM IF REQUIRED TO KEEP
STREAMBED DRY.
5. EXCAVATE TRENCH AND INSTALL PIPE BY LOWERING IN UNDER HOSE. MOVE HOSE AS REQUIRED OR DISCONNECT IF TEMPORARY FLOW BLOCKAGE IS
ACCEPTABLE. BACKFILL TRENCH.
6. DISMANTLE DOWNSTREAM DAM, THEN UPSTREAM DAM. KEEP PUMP RUNNING TO MAINTAIN FLOW.
7. MONITOR DAM AND PUMP FOR PROPER OPERATION THROUGHOUT THE CROSSING INSTALLATION.
8. IN HIGH QUALITY (HQ) OR EXCEPTIONAL VALUE (EV) STREAMS, USE 12" FILTER SOCK IN PLACE OF SILT FENCE.
9. ENSURE DISTURBED AREAS ARE SEEDED AND MULCHED USING SEED MIXTURES AS SPECIFIED IN THE INCLUDED TABLE.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE IN PLACE, CONTRACTOR CAN
PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED OUTSIDE THE CHANNEL. CHANNEL
BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS AT THE RATE OF 15 LBS./ACRE WITH 'RIPARIAN BUFFER MIX' BY ERNST CONSERVATION SEEDS (MIX ERNMIX-178) OR
APPROVED EQUAL.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL BLANKET USING MANUFACTURER
RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 2:
DAM AND PUMP DETAIL
NOT TO SCALE
TOP OF SILT
MUST BE AT
ABOVE THE l
THE WASHED
NOTES.
I. REMOVE SEDIMENT *HEN HALF OF STONE OJTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO E4S.1RE DENATERING_
NOT TO SCALE
MAINTENANCE NOTES:
1. INSPECT SILT FENCE OUTLETS AT
LEAST ONCE PER WEEK AND
AFTER EACH SIGNIFICANT
(0.5 -INCH OR MORE) RAINFALL
EVENT. MAKE REPAIRS
IMMEDIATELY.
2. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR
NEXT RAIN EVENT AND RELIEVE
PRESSURE ON SILT FENCE. TAKE
CARE NOT TO UNDERMINE FENCING
DURING CLEANING.
3. REMOVE ALL SILT FENCE OUTLET
MATERIALS AND UNSTABLE
SEDIMENTS AND BRING THE AREA
TO SURROUNDING GRADE AND
STABILIZE ONCE UPSTREAM AREAS
HAVE BEEN PROPERLY STABILIZED.
STEEL POST
WOVEN WIRE FABRIC
HARDWARE CLOTH --
FILTER OF •57
WASHED STONE
'LI"
Y INTO SDLP GRDU�O
SECTION VIEW
lo'IAI
3' FILTER FABRIC APRON
ON GROUND
6'-- I I
a
RY 6 UPP R
E E]^E OF
II
BURY WIRE FENCE AND �� FILTER FABRIC AKRON IN TRENCH
HARDWARE CLOTH II
U
SILT FENCE OUTLET DETAIL
NOT TO SCALE
WELL VEGETATED,
GRASSY AREA
MAP
FILTER BAG
PLAN VIEW
FILTER BAG
WELL VEGETATED,
GRASSY AREA
ELEVATION VIEW
DISCHARGE HOSE
-- PUMP
INTAKE HOSE
CLAMPS
DISCHARGE HOSE
PUMP
CLAMPS
INTAKE HOSE
CONSTRUCTION NOTES:
1. FILTER BAGS MAY BE USED TO FILTER WATER PUMPED FROM DISTURBED AREAS PRIOR TO DISCHARGING TO WATERS OF THE
COMMONWEALTH. THEY MAY ALSO BE USED TO FILTER WATER PUMPED FROM THE SEDIMENT STORAGE AREAS OF SEDIMENT
BASINS.
2. THE PUMPING RATE SHOULD BE DETERMINED BY THE CONTRACTOR BASED UPON THE ACTUAL AMOUNT OF GROUNDWATER
ENCOUNTERED DURING CONSTRUCTION. PUMPING RATES WILL VARY DEPENDING ON THE SIZE OF THE FILTER BAG AND THE TYPE
AND AMOUNT OF SEDIMENT DISCHARGED TO THE BAG.
3. FILTER BAGS SHALL BE MADE FROM NON -WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, DOUBLE STITCHED "J" TYPE
SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS.
4. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES MUST BE PROVIDED. FILTER
BAGS SHALL BE REPLACED WHEN THEY BECOME 1/2 FULL. SPARE BAGS SHALL BE KEPT AVAILABLE FOR REPLACEMENT OF
THOSE THAT HAVE FAILED OR ARE FILLED.
5. BAGS SHALL BE LOCATED IN WELL -VEGETATED (GRASSY) AREAS AND DISCHARGE ONTO STABLE, EROSION RESISTANT AREAS.
WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE FLOW PATH SHALL BE PROVIDED. BAGS SHALL NOT BE PLACED ON SLOPES
GREATER THAN 5%.
6. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE MANUFACTURER AND
SECURELY CLAMPED.
7. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER,
WHICHEVER IS LESS. PUMP INTAKES SHOULD BE FLOATING AND SCREENED.
FILTER BAGS DETAIL
NOT TO SCALE
8 X 8 X18 ROUGH OAK TIMBER
TYPICAL 4'
STEEL CABLE
WETLAND TIMBER MATTING DETAIL
NOT TO SCALE
DIVERSION 4 -
RIDGE
6" -
COMPACTED EARTH
OR STONE
ENTRANCE PADS TO BE MADE OF COURSE
AGGREGATE (AASHTO NO. 1) OR TIMBER
SLAB WOOD (TYP.).
TIMBERMATS 4' DIVERSION
RIDGE
611
COMPACTED EARTH
OR STONE
APPLY ONE LAYER (TWO LAYERS IN WET J
AREAS) GEATEXTILE UNDER ENTRANCE PADS
(TYP.).
NOTES:
1. ONLY CLEARING Q
NECESSARY FOR INSTALLATION OF EQUIPMENT AND EQUIPMENT E EQUIPMENT BRIDGES MAY CROSS WATER BODIES PRIOR
Q Q
TO BRIDGE INSTALLATION. LIMIT THE CROSSING OF EACH WATERBODY TO ONE PIECE OF CLEARING EQUIPMENT.
2. INSTALL BELTED SILT RETENTION FENCE ACROSS THE DISTURBED AREA OF THE RIGHT OF WAY.
3. APPLY GEOTEXTILE UNDER ENTRANCE PADS.
4. EXCESS MUD IS TO BE REMOVED FROM THE ENTRANCE PADS AND MATS DURING CONSTRUCTION.
5. DURING FINAL CLEAN UP WHEN MATS, CULVERTS, CLEAN ROCK FILL, ETC. ARE REMOVED, INSTALL BELTED SILT RETENTION FENCE
ACROSS THE ENTIRE RIGHT OF WAY ON BOTH SIDES OF STREAM.
TEMPORARY BRIDGE CROSSING
NOT TO SCALE
GENERAL NOTES AND COMMENTS:
SYM.
r
0
BY
A
�
SANDBAGS,
y 1s,{t till ;�R$�a�A�Y ,
; � ` \ C' ���,�0 `7 �
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• �� � � ,Z ' r �
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;�,
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.fes''',. ���f 1��.,,���y�
� f�0�.� Y �� :y G ����ti 1
�`rAl,� � I �� ����
ERM NC, INC.
License #F-1223
15720 Brixham Hill Ave, Suite 120
ERM Charlotte, NC 28277 [phone]
JERSEY BARRIERS,
�0
03/10/17
08/04/17
ROAD PLATES,
SAtIIOBAGS
ETC.
-
DIRT Kw
DRAWN: NJB
08/04/17
TITLE: ATLANTIC COAST PIPELINE
EROSION AND SEDIMENT CONTROL PLAN DETAILS
c
CHECKED: _
_
APP. FORBID:
EXCAVATED TRENCH
B I
,
APP. FOR CONST.:
DISTRICT: - COUNTY: - STATE: jsl C
D►RiFaE: ACP\North Carolina\
l
I
REV.
--T
I
I
,
a
I
I
G1
I
EROSION COWTROL
i
._MEASURES TO BE
1
"KATED BELAW
APPROACH AREAS
SANDBAGS
PLAN VIE W
A
CREEK BANK
AOOR£OATE OR
SAHD&WS
1' FLUME PW
CREEK BIOTTOY ~
QCiYAflD TQM
PROPOSED PIPELAK
SECTION d'A -A"
DIRT PLUG
` EXCAVATED TRENCH
_ 8
1
I
I PROPOSED UTILITY
I
I
I.L. 1, 1. 1._1.1.1
EROSION CON"M
MEASURES TO K __
LOCATED BELOW
APPROACH AREAS
AC4114fOATE OR CREE-K BANK
SANDBAGS
FLUME PIPE
PROPOSED
PIPEUNE
SECTIO.N" "B-- B"
NOT TO SCALE
NOTES:
1. GRUBBING SHALL NOT TAKE PLACE WITHIN 50 FT OF TOP OF BANK UNTIL ALL MATERIALS REQUIRED TO COMPLETE THE
CROSSINGS ARE ON SITE AND PIPE IS READY FOR INSTALLATION.
2. PIPE CULVERT FOR FLUME AND ACCESS ROAD MAY BE ONE CONTINUOUS PIPE.
3. WATER ACCUMULATING WITHIN THE WORK AREA SHALL BE PUMPED TO A PUMPED WATER FILTER BAG PRIOR TO
DISCHARGING INTO SURFACE WATER.
4. ALL EXCESS MATERIAL SHALL BE IMMEDIATELY REMOVED FROM THE STREAM CROSSING AREA.
5. ALL DISTURBED AREAS WITHIN 50 FEET OF TOP OF BANK SHALL BE BLANKETED OR MATTED WITHIN 24 HOURS OF INITIAL
DISTURBANCE FOR MINOR STREAMS OR 48 HOURS OF INITIAL DISTURBANCE FOR MAJOR STREAMS, UNLESS OTHERWISE
AUTHORIZED.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE
IN PLACE, CONTRACTOR CAN PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED
OUTSIDE THE CHANNEL. CHANNEL BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL
BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS USING SEED MIXTURES AS SPECIFIED HEREIN.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL
BLANKET USING MANUFACTURER RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 1:
FLUME CROSSING DETAIL
NOT TO SCALE
24"
DEPTH OF
TRENCH
SECTION VIEW
ti TRENCH PLUG
SPACING
jl I
STACKED CLAY,
BENTONITE OR
CONCRETE -FILLED
SACKS
PIPE BEDDING
ELEVATION PIPE INVERT
CONSTRUCTION NOTES:
1. TRENCH PLUGS ARE REQUIRED AT ALL STREAM, RIVER, WETLAND, OR OTHER WATER
BODY CROSSINGS REGARDLESS OF TRENCH SLOPE.
2. TOPSOIL MAY NOT BE USED TO FILL SACKS.
3. TRENCH PLUG LOCATION AND SPACING SHALL BE IN ACCORDANCE WITH CONSTRUCTION
ALIGNMENT SHEETS, OR AS OTHERWISE DIRECTED BY THE EI.
TRENCH PLUG DETAIL
NOT TO SCALE
TRENCH
S�Oey
WELL VEGETATED
AREA
SPACING OF WATERBARS
(IN ACCORDANCE WITH
CONSTRUCTION
ALIGNMENT SHEETS)
PIPELINE TRENCH \
TRENCH SPOILS (TYP.)
`SLOPE BREAKER
(TYP.)
A
A'
SOIL DIVERSION BERM OR COMPOST FILTER
SOCK FOR TEMPORARY WATERBAR (SEE SOIL
18" MIN. AFTER DIVERSION BERM AND COMPOST FILTER SOCK
COMPACTIO DETAILS, THIS SHEET), SOIL DIVERSION BERM
FOR PERMANENT WATERBAR.
U MIN.
AFTER COMPACTION
FINAL GRADE
SECTION A - A'
TYPICAL LOCATION OF SEDIMENT PROPOSED
BARRIER (IF REQUIRED, SEE NOTE 5) R.O.W.
NOTES:
1. TEMPORARY SLOPE BREAKERS SHALL BE INSTALLED UPON INITIAL DISTRUBANCE OF THE SOIL. PERMANENT WATERBARS SHALL BE
INSTALLED AFTER THE TRENCH HAS BEEN BACKFILLED.
2. WATERBARS SHALL NOT DISCHARGE TO THE OPEN TRENCH AND SHOULD BE ALIGNED SO THAT DISCHARGES DO NOT FLOW BACK
ONTO THE RIGHT-OF-WAY. RUNOFF SHALL BE DIRECTED TO THE DOWNSLOPE SIDE OF THE DISTURBED AREA.
3. SLOPES GREATER THAN 30% MAY REQUIRE THE INSTALLATION OF A PARALLEL COLLECTION DITCH AND SEDIMENT TRAP AT THE
BOTTOM OF THE SLOPE IN PLACE OF WATERBARS.
4. WATERBARS MUST BE INSTALLED AT ALL PUBLIC ROADWAY AND RAILROAD CUT SLOPES.
5. IF A SUITABLE VEGETATIVE FILTER STRIP DOES NOT EXIST AT THE POINT OF DISCHARGE FOR ANY WATERBAR, A SEDIMENT BARRIER
SHALL BE PROVIDED (E.G., FILTER SOCK, SILT FENCE, OR SOIL DIVERSION BERM, SEE DETAILS, THIS SHEET)
MAINTENANCE NOTES:
1. PERIODICALLY INSPECT RIGHT-OF-WAY DIVERSIONS FOR WEAR AND AFTER EVERY HEAVY RAINFALL FOR EROSION DAMAGE.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA, AND REPAIR THE DIKE. CHECK OUTLET AREAS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN PERMANENT ROAD DRAINAGE IS ESTABLISHED AND THE AREA ABOVE THE TEMPORARY RIGHT-OF-WAY DIVERSIONS IS
PERMANENTLY STABILIZED, REMOVE THE DIKE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, AND APPROPRIATELY
STABILIZE THE DISTURBED AREA.
TYPCIAL WATERBAR AND
TEMPORARY SLOPE BREAKER DETAIL
TRENCH PLUG AND FILTER SOCK
TOP
SPOIL PILE SOIL
BELTED SILT RETENTION 0
FENCE (TYP.) TOPSOIL \ \ o
LU BUFFER ZONE IS NOT TO HAVE
0 VEGETATION REMOVED (EXCEPT
O TRENCH LINE). TREES ARE TO BE CUT
STANDBY PUMP \\\\ w z \ \\ j�\\ 0- FLUSH TO GRADE. REMOVE STUMP
2 \/\\/ ONLY IF SAFETY BECOMES A FACTO[
PUMP AND FUEL CAN PLACED FS 50' 5
� 50 _//// (BOTH SIDES OF STREAM)
IN FLUID CONTAINMENT BOX 0 LU DI F
BACKHOE �� o
25' MIN. TIMBERMAT
TOP OF BANK
_tuuj HOSE UU
STREAM FLOW 7
TRENCH ENERGY DISSIPATOR
SCREENED INLET PLUG (E.G., FILTER BAG)
TOP OF BANK BACKHOE
/ 0 25' MIN. DOWNSTREAM SANDBAG
UPSTREAM SANDBAG / COFFERDAM
COFFERDAM \ FBA-�
50'
LU
\\j\ Q
w
00 Q TOP
CLp
TOP SOIL � SOIL
SPOIL
PILE PIPE WELDED, CONIC.
COATED OR WEIGHTED
TRENCH PLUG
AND BELTED SILT
RETENTION FENCE
NOTES:
1. USE DAM AND PUMP METHOD ON NARROW WATERCOURSES WITH LIMITED STREAM FLOW TO PREVENT SEDIMENTATION AND INTERRUPTION OF STREAM FLOW
DURING CROSSING CONSTRUCTION. IF FISH PASSAGE IS A CONCERN THIS METHOD IS NOT APPROPRIATE.
2. SCHEDULE CONSTRUCTION DURING PERIOD OF LOW STREAM FLOW.
3. SET UP PUMP AND HOSE AS SHOWN, OR USE OTHER PRACTICAL ALTERNATIVES. PUMP SHOULD HAVE TWICE THE PUMPING CAPACITY OF ANTICIPATED
FLOW. HAVE STANDBY PUMP ON SITE.
4. INSTALL UPSTREAM DAM COMPOSED OF SANDBAGS OR CLEAN GRAVEL WITH PLASTIC UNDERLINING. INSTALL DOWNSTREAM DAM IF REQUIRED TO KEEP
STREAMBED DRY.
5. EXCAVATE TRENCH AND INSTALL PIPE BY LOWERING IN UNDER HOSE. MOVE HOSE AS REQUIRED OR DISCONNECT IF TEMPORARY FLOW BLOCKAGE IS
ACCEPTABLE. BACKFILL TRENCH.
6. DISMANTLE DOWNSTREAM DAM, THEN UPSTREAM DAM. KEEP PUMP RUNNING TO MAINTAIN FLOW.
7. MONITOR DAM AND PUMP FOR PROPER OPERATION THROUGHOUT THE CROSSING INSTALLATION.
8. IN HIGH QUALITY (HQ) OR EXCEPTIONAL VALUE (EV) STREAMS, USE 12" FILTER SOCK IN PLACE OF SILT FENCE.
9. ENSURE DISTURBED AREAS ARE SEEDED AND MULCHED USING SEED MIXTURES AS SPECIFIED IN THE INCLUDED TABLE.
STREAM CROSSING RESTORATION:
1. ONCE THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AND THE REQUIRED WATER FLOW CONTROL MEASURES ARE IN PLACE, CONTRACTOR CAN
PROCEED WITH TRENCH EXCAVATION.
2. ALL EXCAVATED MATERIALS THAT WILL BE USED AS BACKFILL SHALL BE PLACED IN A TEMPORARY STOCKPILE LOCATED OUTSIDE THE CHANNEL. CHANNEL
BED MATERIAL SHALL BE SEGREGATED FOR LATER USE. A SEDIMENT BARRIER SHALL BE INSTALLED BETWEEN THE STOCKPILE AND STREAM CHANNEL.
3. COMPLETE TRENCH EXCAVATION FOR PIPELINE CONSTRUCTION, PLACE PIPELINE AND BACKFILL.
4. STREAM BANKS SHALL BE RESTORED TO PRE -CONSTRUCTION CONFIGURATIONS, AS MUCH AS POSSIBLE, AND STABILIZED.
5. RE -SEED RESTORED STREAM BANKS AT THE RATE OF 15 LBS./ACRE WITH 'RIPARIAN BUFFER MIX' BY ERNST CONSERVATION SEEDS (MIX ERNMIX-178) OR
APPROVED EQUAL.
6. RESTORED STREAM BANKS AND ADJACENT DISTURBED AREAS TO BE STABILIZED WITH APPROVED EROSION CONTROL BLANKET USING MANUFACTURER
RECOMMENDED STAPLES AND PATTERNS.
7. PLACE SALVAGED BED MATERIAL ON THE CHANNEL BED IN THE DISTURBED AREA.
DRY DITCH CROSSING 2:
DAM AND PUMP DETAIL
NOT TO SCALE
TOP OF SILT
MUST BE AT
ABOVE THE l
THE WASHED
NOTES.
I. REMOVE SEDIMENT *HEN HALF OF STONE OJTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO E4S.1RE DENATERING_
NOT TO SCALE
MAINTENANCE NOTES:
1. INSPECT SILT FENCE OUTLETS AT
LEAST ONCE PER WEEK AND
AFTER EACH SIGNIFICANT
(0.5 -INCH OR MORE) RAINFALL
EVENT. MAKE REPAIRS
IMMEDIATELY.
2. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR
NEXT RAIN EVENT AND RELIEVE
PRESSURE ON SILT FENCE. TAKE
CARE NOT TO UNDERMINE FENCING
DURING CLEANING.
3. REMOVE ALL SILT FENCE OUTLET
MATERIALS AND UNSTABLE
SEDIMENTS AND BRING THE AREA
TO SURROUNDING GRADE AND
STABILIZE ONCE UPSTREAM AREAS
HAVE BEEN PROPERLY STABILIZED.
STEEL POST
WOVEN WIRE FABRIC
HARDWARE CLOTH --
FILTER OF •57
WASHED STONE
'LI"
Y INTO SDLP GRDU�O
SECTION VIEW
lo'IAI
3' FILTER FABRIC APRON
ON GROUND
6'-- I I
a
RY 6 UPP R
E E]^E OF
II
BURY WIRE FENCE AND �� FILTER FABRIC AKRON IN TRENCH
HARDWARE CLOTH II
U
SILT FENCE OUTLET DETAIL
NOT TO SCALE
WELL VEGETATED,
GRASSY AREA
MAP
FILTER BAG
PLAN VIEW
FILTER BAG
WELL VEGETATED,
GRASSY AREA
ELEVATION VIEW
DISCHARGE HOSE
-- PUMP
INTAKE HOSE
CLAMPS
DISCHARGE HOSE
PUMP
CLAMPS
INTAKE HOSE
CONSTRUCTION NOTES:
1. FILTER BAGS MAY BE USED TO FILTER WATER PUMPED FROM DISTURBED AREAS PRIOR TO DISCHARGING TO WATERS OF THE
COMMONWEALTH. THEY MAY ALSO BE USED TO FILTER WATER PUMPED FROM THE SEDIMENT STORAGE AREAS OF SEDIMENT
BASINS.
2. THE PUMPING RATE SHOULD BE DETERMINED BY THE CONTRACTOR BASED UPON THE ACTUAL AMOUNT OF GROUNDWATER
ENCOUNTERED DURING CONSTRUCTION. PUMPING RATES WILL VARY DEPENDING ON THE SIZE OF THE FILTER BAG AND THE TYPE
AND AMOUNT OF SEDIMENT DISCHARGED TO THE BAG.
3. FILTER BAGS SHALL BE MADE FROM NON -WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, DOUBLE STITCHED "J" TYPE
SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS.
4. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES MUST BE PROVIDED. FILTER
BAGS SHALL BE REPLACED WHEN THEY BECOME 1/2 FULL. SPARE BAGS SHALL BE KEPT AVAILABLE FOR REPLACEMENT OF
THOSE THAT HAVE FAILED OR ARE FILLED.
5. BAGS SHALL BE LOCATED IN WELL -VEGETATED (GRASSY) AREAS AND DISCHARGE ONTO STABLE, EROSION RESISTANT AREAS.
WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE FLOW PATH SHALL BE PROVIDED. BAGS SHALL NOT BE PLACED ON SLOPES
GREATER THAN 5%.
6. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE MANUFACTURER AND
SECURELY CLAMPED.
7. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER,
WHICHEVER IS LESS. PUMP INTAKES SHOULD BE FLOATING AND SCREENED.
FILTER BAGS DETAIL
NOT TO SCALE
8 X 8 X18 ROUGH OAK TIMBER
TYPICAL 4'
STEEL CABLE
WETLAND TIMBER MATTING DETAIL
NOT TO SCALE
DIVERSION 4 -
RIDGE
6" -
COMPACTED EARTH
OR STONE
ENTRANCE PADS TO BE MADE OF COURSE
AGGREGATE (AASHTO NO. 1) OR TIMBER
SLAB WOOD (TYP.).
TIMBERMATS 4' DIVERSION
RIDGE
611
COMPACTED EARTH
OR STONE
APPLY ONE LAYER (TWO LAYERS IN WET J
AREAS) GEATEXTILE UNDER ENTRANCE PADS
(TYP.).
NOTES:
1. ONLY CLEARING Q
NECESSARY FOR INSTALLATION OF EQUIPMENT AND EQUIPMENT E EQUIPMENT BRIDGES MAY CROSS WATER BODIES PRIOR
Q Q
TO BRIDGE INSTALLATION. LIMIT THE CROSSING OF EACH WATERBODY TO ONE PIECE OF CLEARING EQUIPMENT.
2. INSTALL BELTED SILT RETENTION FENCE ACROSS THE DISTURBED AREA OF THE RIGHT OF WAY.
3. APPLY GEOTEXTILE UNDER ENTRANCE PADS.
4. EXCESS MUD IS TO BE REMOVED FROM THE ENTRANCE PADS AND MATS DURING CONSTRUCTION.
5. DURING FINAL CLEAN UP WHEN MATS, CULVERTS, CLEAN ROCK FILL, ETC. ARE REMOVED, INSTALL BELTED SILT RETENTION FENCE
ACROSS THE ENTIRE RIGHT OF WAY ON BOTH SIDES OF STREAM.
TEMPORARY BRIDGE CROSSING
NOT TO SCALE
GENERAL NOTES AND COMMENTS:
SYM.
DATE
BY
REVISION INFORMATION
PROJECT/TASK
APP.
y 1s,{t till ;�R$�a�A�Y ,
; � ` \ C' ���,�0 `7 �
� � , . • " �
• �� � � ,Z ' r �
� (• �
;�,
�_ �
�'� o - .� �
.fes''',. ���f 1��.,,���y�
� f�0�.� Y �� :y G ����ti 1
�`rAl,� � I �� ����
ERM NC, INC.
License #F-1223
15720 Brixham Hill Ave, Suite 120
ERM Charlotte, NC 28277 [phone]
1
Atlantic Coast �1 eline LLC
�0
03/10/17
08/04/17
NJB
WTS
ISSUED FOR REVIEW
ISSUED FOR REVIEW
-
-
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
DRAWN: NJB
08/04/17
TITLE: ATLANTIC COAST PIPELINE
EROSION AND SEDIMENT CONTROL PLAN DETAILS
CHECKED: _
_
APP. FORBID:
APP. FOR CONST.:
DISTRICT: - COUNTY: - STATE: jsl C
D►RiFaE: ACP\North Carolina\
GROUP
-
DWG. NO.
5 O F 7
REV.
scALE: AS NOTED