20160589 Ver 1_401 Application_20160630

THOMPSON ENVIRONMENTAL CONS ULTI.NG, INC.
WATER ♦ ,W,ASTEWATER ,♦ 'WETLANDS
June 23, 2016
Sheri Montalvo
NC Division of Environmental Quality,
401 and Buffer Permitting "
1617 Mail Service Center.
Raleigh, NC 27699-1617 ;
Subject:, Wk # 16-0589
Request for Additional Information
Class A Speculative Office
Dear Mr. Montalvo,
Thompson Environmental Consulting, Inc. is in receipt of the Request for Additional
Information letter for-DWR Project Number 16-0589 dated June, 13, 2016. .
Enclosed you will find a check in the amount of $330:00 to cover the remaining
permitting fee 'as well as the required Agent Authorization Form.
The'responsible party's name for 4540 Fortune Avenue, LLC is Nolim Group SA'. A.
replacement sheet from -the PCN is also enclosed in the correspondence "
If I can be of further assistance, please feel free to contact me at 704-301-4881 or via-
email at: [e-mail].
Thank you for'your assistance with this project!
Sincerely,
arry B. Thompson, Jr.
Enclosures (3)-
cc: USACE Asheville Regulatory Field Office
• DWR MRO
',PO BOX 541 • MIDLAND, NC 28107-0541
PHONE [phone] -,:FAX [phone] - .
E-MAIL LARRY@THOMPSONENv COM
WEB WWW THOMPSONENV COM

-- � _ �' _ � _ ,. ,�r'i .� el• i "�: 'ji:it�y�7 ;/�� te�1 ��i'��_•r,, 413 g ryr 'r ,
< r y�' r' µ `ti •- �tlrvl•:�' -D y � 't �S'4`Z �h, � ; _
' _ r. .�,' s. � 'nil; t-°,`iGit�� ��� -.., -� •,�' - � �_ •
' 'v, _ y .. S�� .id _, r1 i•.r .i 'ii _ ri; 5.� - .. _1 r`r\�S, ''A1� ' r .,9117 ��'s �l •Yrs. -
. �- - •t � 3° ,_ n� .� ��P� ;4, .r, -<i 'II7 5} � i- ,.� ..{r,�9• rel�`�'.. •��� yf': pD l�; �°_ _,.,f c •r d s.,
i+'r r' --"F �� �2i{� .co _ ,� a6f' t1 `.Dr �.1 ,���` i,`��° ]' ��.!•s0 l.f'.'��h,` 'i
- .I' • _ ' y° ^ :�'OVY J { Sf.:.. � 1 • 1 .q :}; {r-� �, � r" �' i °�•, I'>,i., r - � -
r " r�' � - .t; :�1,r: l ,ri'r . a, i S� . r ., - `� �,/ti FC�1 c..�'.. - J: •'3 �'�- E',^F
.r _ � � - L- .. - ,-' t':. .. , � �; �i,�"t-�r,�_.�LhSI•- �i.�f '1 E� � �'<L7; ��.�:1 r.��i ;�'� 1�r �Y ,..;--y`-0t' r ?� � I
' � •� - ,. _ ,� .. �" � �'_t},`:.y.`S ��:Y�iJvl�,%I ty �•��, i�;��`, �Si _ / t��r � -
lir - � � � /I 4, }� _ , _ _, � � `t•r. .-r rr i
' ,� :� 1 ,� .i�.���i��� lV "y , ' c 111 1 , ., � � S. , . rr � _ • - - • Y zl
- 1 f4 j. 1 L• _ . y' {td � ' 'fit R ,
1

SAMPLE AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRIPTION:
LOT N0. 7 and 8 PLAN NO. PARCEL ID: 56018453360000
STREET ADDRESS: 4540 Fortune Avenue NW
Concord, NC 28027
Please print:
Property Owner:
Property Owner:
The undersigned, registered property owners of the above noted property, do hereby authorize
Larry Thompson, PWS, LSS of Thompson Environmental Consulting, Inc.
(Contractor / Agent) (Name of consulting firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
Property Owner's Address (if different than property above):
Telephone: 5*% i — 3 3 ?-- -74-e-0-
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
Authorized Signature
Date:

ot W ATF9OG
O -c
Office Use Only*
Corps action ID no.
DWQ project no
Form Version 13 Dec 10 2008
Pre -Construction Notification CN Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit ❑Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number*
1 c. Has the NWP or GP number been verified by the Corps?
❑ Yes
® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification.
❑ Yes ® No
For the record only for Corps Permit:
❑ Yes ® No
1f. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
El Yes
®No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes
® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2. Project Information
2a Name of project:
Class A Speculative Office Building - IBP Lots 7&8
2b. County:
Cabarrus
2c. Nearest municipality / town:
Concord
2d. Subdivision name:
2e. NCDOT only, T.I P. or state
project no.
n„
(�
3. Owner Information
3
3a. Name(s) on Recorded Deed:
4540 Fortune Avenue, LLC
3b. Deed Book and Page No.
0570 0032
3c. Responsible Party (for LLC if
applicable):
Nolim Group SA INC
S
3d. Street address:
4540 Fortune Ave NW
3e. City, state, zip:
Concord, NC 28027
3f. Telephone no.:
3g Fax no.
3h Email address
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version

' , - �, �1.r--.�..-_, - "-r�i�r.,t il.j 1.�.+L%IJ���� ' .. _ ' /`:�tii �f K., -� �t•.- ti�.� r-.a. _''�� ,
�' - _,.- V`• 5 i _ .fJ' . ,}.114 L., ' .. ,.� LL r` / "
_ -tet- - �-�.... r;' j ��:, �� . • .. 1, � L'N '.- � �� V, . � � �� r�i r � C �d
„ � + ` I ?;_ :.t i�rnl {+it'r;�x'`I ( r �- - '_ r,r�,r?^+':",.;�; •, ,
,�J•u .. _ v ': '9 � • i tln= f^�(•�~•,�t iii ``�I _I•,liyY•�•+� !' rI - 4�j�ar').-�1-`L':rL_�i r�1J, .l lltY .-� -. - - „ _x •`
^,' ,., � � r ''a` P, br- � ., �drJ+, '".r•il�i�,• :i: ;'dC {�:a J i=:(. , _ • ,
' � 'li-r';'Ctri i�;• �I.4i,ii7 t.' `I; :G', �, ter. i, r j r
`G mss. "�' , - •,a `: ,, _r• '1 Al
r � ;yid .•-. _.- w - a � .. _> _ — _ � . ,.-.. _ .. ,_ c-,- --. .. • _;- _ ..- . ., ,; -.,� _ _ ,. _ ._.. _ - .a '
��,. � ✓{ .•i i`i;';l :Y,�K„�.;f\.i��:.�:C.-. i 'i" - ''i,}i'?. ��.f �:txL '�i•r �' -N . !' Ij W;�i �°6i�a:'J{�C •li ..
- � a:' � � _ ` .',� ,� 'r.. •F'.L ��i,R7T9 �ii�1 fie' ��, }1'�I. G"" �, .tn�•'d���l`r ¢ t;y ,
- � m_ � -- - `�;. r�i�i�ele�+rz "�'7•,: fe. 'r" { � .r=r,'t�, rte' '� _•� '• � r... r'f.. ,C, I pC,9`
_ � n , 4�; � ';��.'.'a �I' a. � � r , , 7 fir' �`�+-J, _. r. °il��lii`•.'l f - Ir ;,;. fir- 'r' -
' �1 � e•� r' � -',°(.'�' 5+7.14.. _., i�:�� I r' �: J�r_7 nli, �',I �.. ' _� r eva•Y � :.4ri„5:' ��r ri �X,' .i+r•r:��7�"1;".�! f' '. ii9f_ '
- l � _ _ , _ 'j !`ri' ,_F E3`..J -r;c'r�,� •`Sz!`^{•,�i 'd'e _rlts,rr;,�"i�; ,s t° }i
- �� }- r. - ;Z, .y w^9Lti,i�7 �;: � .;li`'`'e �•rx "r_ ° ! r .., ! ,
. . rif`r' _ ���4`l .l•�_c.•.:�`, •,r y1 i`, �i.�i x_. ,_a. 7,r ,.�r,`,r �'�•�ft`': ,�o,_t�� fl«,�a' •�e%. �, �.I ti .. •\„'al c.kl, �fn _ ', �
tsitY�°�i. l:. 1$i-�'dT`':' '-�,i�� MCA, �'•';iy�2: �'�. �s. '(,. �, f_.;r•���tr �a j"
, - - r -,- _ � a �•Ilr 7t; ^a Cw „^ _ Ti ,E°,,`�r i^ l�rroxf.,'�,i'[+-��� }'Jfa.,� _3 ,{a,' t<r•�i'� '.f i. _Ji :•,.i'1': .. 'j L;j•�p4 ')+ 1
• �_ `�(, - ,i r • ,t'- :y- .Y it �°� f •
zl
_ � � r �.�� ��.\4=2ti,�1 .�.�^,.,ice• y ��.rlf,�a r:r' " 1�`f".���':: ,�i:)t�, '�nV :1 y _'�J,i__y^. ./r=} Y _. _,�:, .�; ?4 •! _ ..'
' 'dl.~•\� .""� ^�V1} ° �'�/ 0 �.1:;_ i �� "'�+ lr�, L11 L`��Y� r _ a, . �`� ., C - P t .
. - _" __ ^._ --' - ..<_, - - i _ _ _ ..o -..! .�., _. _.a•.� roti i-�= __. _. _'_
_ �, � x � •,i� r � �`} a ,{. _ p r z'7l �`�,7d,u.,, _`F�",r;•i
,x •. �• •�' (.• � ".', - _ {' _ -��, �r •q ;e•, r7 t ,r., i��{ .� y r� 7 } ri ,c,!,'� .r•
��CQ' , :ri, � ,a"- , .�F'a lar i�.. ?;: .. _,.� 7. 4'a' -.�{1•.
\�~J,{' ;�.. t, 'Q <<"S 1, I _ i !. !a LT ,iT 111. S`tl• 1 . _ '
x

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Banos, Admmtstrator
Governor Pat McCrory Office of Archives and History
Secretary Susan Kluttz Deputy Secretary Kevin Cherry
June 27, 2016
Larry Thompson
Thompson Environmental Consulting, Inc.
PO Box 541
Midland, NC 28107
Re: Construct Commercial Building, International Business Park, 4540 Fortune Avenue NW, Concord,
Cabarrus County, ER 16-0938
Dear Mr. Thompson:
Thank you for your email of May 31, 2016, concerning the above project.
We have conducted a review of the project and are aware of no historic resources which would be affected
by the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-807-6579 or
environmental. rev iew(a)ncdcr.gov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
Ramona M. Bartos
Location 109 East Jones Street, Raleigh NC 27601 Mailing Address 4617 Mad Service Center, Raleigh NC 27699-0617 Telephone/Fax [phone]-6599

r '�
•lam . � -r . Il yv,""
/, ' -, ''' _' - i e• .. �r - _-
1 _ ,a
- `. S
-
i%`T . r /., :V.-, •, Lt i'r ,;a' � it � -
y��
•
,r �b�c) S' ^I 1. i11J It •1 n4,f'�,Y'i �
- �I i'..l ?r iJ �U, {.r
. ,
_ e ��[,Ir _ s' '.S.'�, L f a ".'1 /�--i -r �n •;t', 1 ,'.
r
_
,r _ - ,q ., 1, _ v v`t' ,� .I �'s •'-r,aJi�eSJ
-t r
y'-' �', c,. `"•' la". r• .i >. 'it'r'; a417' . ' .w --jdt �•� I.ri }
-✓,,"i[•_ `',i :'j •t'•.l.`-�,+J
r r.
_
'>'. .. ,� ,. ... i'�'r•.' .f
- _ r, E 4 ., fir,-t),c,S,r• .v, <<-�:"Y44? 1;
-
r
.- �
� yr r - , i •,,.,. _• - i 'i�'i ��FS�4' ¢ . t _�j tit
,
,� r� •;'• i�`.J � _) i>: rt �,J' _ }'t • '.i tfy. t � '�..k;�w
r,
— �' ,�` � r'��" ...� �
,
�0� fr'r . J �t. " n. �a)_•���_ '�i..IA �:`P ��; �,ry of }�. •�'•r'��`��: , tY i't'� .u�'
.� •
.. .,_ .'Z'"-��.� _ .
/�%�
• -
1���� �rL �' i ' ' �e t_� .:t :'f'�f.Y'� Mt, �' � �� ::a`{f �� A . r Ff� W 1 �i• }'t-�; tar��f.��diJ !jet l.��:! ,YR ,I��t
J
,J_:
' " • 1�.. � 1: �o 'St i;,•vir s o, � �''Sr, .Ia: - _ "C,!.�i;., � - ir, ")f�'1p��, �; l •i'e� ,. - • i. -dr
,
_r, ,. , _
f :�1� .:L�<` tre:�t-�1�,17t•:•�� .r"•`�1'?� '�e�� 'it,• yu'
� �i�:ti„ i;' ..,;; 1><• ,.sil'a."i,i^� f':a'l`.r=;';(]Yr'+;311 �L,r! •.� :3: r
,'i4
-
_ ,' _ _
f
••`r'.v ` s?
-
-dia q ° • ,] ~� i �. nF 2W' ;i• ' 3- '�''•t- tf.�j .Y �4�iErti rls'tk'� 'i'+!•+I:
,n'-I)
,
-:
P�^, a'i r. -�Le�`;' �,��`ir <t•'-
"x i'x e rir-t•'3L/':1 mr;tj�•i,+'=€'lf�v1�T.lCF{)'
-
,il >t(S ..- J
,
,•� t ��•:/�C:,�'•,Q 1i3i .lx .,lJ y.^ 1-L�l, try ���bw�JS
,• , e r. u r \ _r ' Y
1 .J v •
1� J`y
''^
'�•
•
_`�1 ;�
,1'4. '* �•
r, o . �f`' f _ � - ,- •t�r F. ,,t-
�. r
•`
n
,,/r :1 4 J �
,- �
, e '
�
r -r. �h .•
-ut
-- i 1 . a: ', , t
sr
•
i 5' _ • ',/ n'4�1 r ' 1"�•1( j� t, - - •SSl4', �'1'i . t i. � . , ...% � 1' ,w.'%� .. ,=V fi L��• ��} i • �f_ 1
i

61'urer Resources
IN' .II i I�I N MLN I At (IM', -� V
June 13, 2016
Thompson Environmental Consulting
Attn: Larry Thompson
PO Box 541 -
Midland, NC 28107
PAT MCCRORY
DONALD R VAN DER VAART
Subject: REQUEST FOR ADDITIONAL INFORMATION
Class A Speculative Office
Dear Mr. Thompson:
,;('( I vial i
S. JAY ZIMMERMAN
/)ire(fol
DWR # 16-0589
Cabarrus County
On June 10, 2016, the Division of Water Resources (Division) received your application
requesting a 401 Water Quality Certification from the Division for the subject project. The
Division has determined that your application is incomplete and cannot be processed. The
application is on -hold until all of the following information is received:
Need More Fee
A review of the Pre -Construction Notification (PCN) Form indicates this application
is for _186_ linear feet of stream impacts. Pursuant to 143-215.3D (e), a $570
permitting fee is required to process this application. Check # 010170 was applied;
however, the remaining balance to remit is $330. Please remit a check to DENR-
DWR, 401 & Buffer Permitting Unit, 1617 Mail Service Center, Raleigh, NC 27699-
1617.
2. Need Agent Authorization Form I-
Page 11 of 11 of the Pre -Construction Notification (PCN) Form carries the signature
of Larry Thompson. Pursuant to 15A NCAC 02H .0502(f) in order for Mr. Thompson
to sign, the application package requires an agent authorization form from the
applicant. An example can be found online:
http://www.saw.usace.army.mil/Portals/59/docs/re ulatory/re.qdocs/Permits/SAMPL
E AGENT AUTHORIZATION FORM.pdf. Please submit four (4) copies of this
documentation.
3: There is not a responsible party's name listed for the owner of 4540 Fortune
Avenue LLC. We will need an individual's name responsible to be listed for the
owner information provided.
State of North Caiolma I Environmental Quality I Water Resources 1 401 & Buffer Permitting
1617 Mail service Center I Raleigh, Norh Carolina 27699-1617
919 707 6300

7
• ., .-asst-.
j' i 1�a r�-��'•i-� � -^ _
'
��>�,u:c '
•�, �'
, ' ° �' _ is _
' _
s �
" ! _ !• ir„J - . It . '�s� . .l a. � F ' :c..
V
�
•,- its' I`�-' 3 i �. +
. -. -
L' - _ _
7

A,
DWR # 16-0589
Request for Additional Info
Page 2 of 2
Pursuant to Title 15A NCAC 02H .0502(e) the applicant shall furnish all of the above
requested information for the proper consideration of the application. If all of the requested
information is not received in writing at the address below within 30 calendar days of
receipt of this letter, the Division will be unable to process the application and it will be
returned. The return of this project will necessitate reapplication to the Division for
approval, including a complete application package and the appropriate fee.
Please be aware that you have no authorization under Section 401 of the Clean Water Act
for this activity and any work done within waters of the state may be a violation of North
Carolina General Statutes and Administrative Code.
Please contact Sheri Montalvo at 919-807-6303 or sheri.montalvo a( ncdenr.gov if you have
any questions or concerns.
Sincerely,
ren Higgins, Su Isor
401 & Buffer Permitting Unit
cc: USACE Asheville Regulatory Field Office
DWR MRO 401 file
DWR 401 & Buffer Permitting Unit file
Filename 160589CIassASpeculativeOffice(Cabarrus)_HOLD

Thompson
Environments
Consulting
16.%l - �
k+
2 0 1 60 5 8 8
MEMORANDUM TO: William Elliot
Asheville Regulatory Field Office
US Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
FROM:
SUBJECT:
Larry Thompson
Thompson Environmental Consulting, Inc.
PO Box 541
Midland, NC 28107
PO Box 541
Midland, NC 28107
(703)-301-4881
June 6, 2016
Nationwide Permit 39 Application for the Construction of a
Commercial Building in the International Business Park
Concord, North Carolina (Cabarrus County)
4540 Fortune Avenue, LLC proposes the construction of a commercial building in the International
Business Park in Cabarrus County, NC in the City of Concord. The project consists of an
approximately 75,000 square foot (sgft) building, 760 parking spaces and cut/fill operations
resulting in approximately 12.6 acres of disturbed area.
Please find enclosed a PCN application, permit drawings, vicinity map, USES quad map, and
photographs.
The North Carolina Natural Heritage Database was checked for records of threatened and
endangered species. The US Fish and Wildlife Service lists three species for Cabarrus County that
have federal status. Carolina heelsplitter (Lasmigona decorata) and Schweinitz's sunflower
(Helianthus schweinitzii) are both listed as endangered. The Northern long-eared bat (Mytosis
septentrionalis) is listed as threatened. The Bald eagle is protected in every county in North
Carolina under the Bald and Golden Eagle Protection Act. No suitable feeding/water source is
located within one mile of the project study area to support Bald eagle habitat.
Carolina heelsplitter is found in cool, clean, well -oxygenated water. Stable, silt -free stream
bottoms appear to be critical to the species. Typically stable areas occur where the stream banks
are well -vegetated with trees and shrubs. The species occurs in small streams in the Catawba and
the Pee Dee River systems. There are no records of occurrence near the subject project, and habitat
within the UT to Buffalo Creek is not present. This project will not result in impacts to Carolina
heelsplitter.
Schweinitz's sunflower occurs in full to partial sun and is found in areas with poor soils, such as
thin clays that vary from wet to dry. It is believed that this species once occurred in natural forest
openings of grasslands. Many of the remaining populations occur along roadsides. Habitat for
Schweinitz's sunflower does not exist in the subject project area, therefore, this project will not
result in impacts to Schwienitz's sunflower.

IBP Concord Lots 7&8 Page 2 June 2016
Northern long-eared bat (NLEB) occurs in the mountains, with scattered records in the piedmont
and coastal plain. In western North Carolina, NLEB spend winter hibernating in caves and mines.
During the summer, NLEB roosts singly or in colonies underneath bark, in cavities, or in crevices
of both live and dead trees (typically >3 inches dbh). Males and non -reproductive females may
also roost in cooler places, like caves and mines. This bat also been found, rarely, roosting in
structures like barns and sheds, under eaves of buildings, behind window shutters, in bridges, and
in bat houses. Foraging occurs on forested hillsides and ridges, and occasionally over forest
clearings, over water, and along tree -lined corridors. Mature forests may be an important habitat
type for foraging. A review of the October 2015 NCNHP database on May 31, 2016, indicates no
known occurrences within 1.0 mile of the study area; therefore, the proposed action does not
require separate consultation on the grounds that the proposed action is consistent with the final
Section 4(d) rule, codified at 50 C.F.R. § 17.40(0) and effective February 16, 2016. Section 7
responsibilities are therefore considered fulfilled.
This project is being reviewed by the State Historic Preservation Office (SHPO) for potential
affects to historical architecture and archaeology. A review of the HPOWEB GIS Service on May
5, 2016 found several historic buildings with 1.0 mile of the subject project, but these properties
would not likely be affected by this project. A letter requesting concurrence on these findings was
sent to the SHPO on May 31, 2016.
Impacts to Waters of the United States
UT 1 to Irish Buffalo Creek (DWR Class: C) is not shown on the USGS topographic map as a
perennial stream. UT 1 to Irish Buffalo is well defined with a substrate primarily composed of
sand, silt, and gravel and is approximately 2 to 4 feet in width. UT 1 to Irish Buffalo flows
approximately 0.07 mile to UT to Irish Buffalo, which then flows approximately 1.3 miles to its
confluence with Irish Buffalo Creek, which then flows approximately 10.5 miles into Rocky River.
Rocky River meets the definition of a Traditional Navigable Water. For these reasons, we believe
UT to Buffalo Creek is a Relatively Permanent Water and is under the jurisdiction of the U.S.
Army Corps of Engineers. In order to construct the project, it will be necessary to impact waters of
the United States in the Yadkin -Pee Dee River Basin (HUC 03040105). Specifically, 4540 Fortune
Avenue, LLC is requesting to construct a commercial building and associated parking lot. The
impacts are listed in the tables below:
Existing Condition
Proposed Condition
Net Impacts
Stream (UT to Irish Buffalo —
SC - Intermittent)
Fill
Permanent: 90 if
Stream (Ut to Irish Buffalo SE -
Intermittent)
Fill
Permanent: 23 if
Stream (Ut to Irish Buffalo SC -
Perennial)
Fill
Permanent: 731f
Wetland (WA)
Fill
Permanent: 0.13 acres
Wetland (WB)
Fill
Permanent: 0.04 acres
Wetland (WC)
Fill
Permanent: 0.04 acres

IBP Concord Lots 7&8 Page 3 June 2016
Permits Requested
4540 Fortune Avenue, LLC is hereby requesting authorization under Section 404 of the Clean
Water Act to proceed with the construction project outlined above. We are also requesting a 401
Water Quality Certification from the North Carolina Department of Environment and Natural
Resources (DENR), Division of Water Resources (DWR).
If you have any questions or need additional information, please contact Larry Thompson at (704)
301-4881 or lan-yAthompsonenv.com. Your review and consideration are greatly appreciated.
Sincer ,
pson
f Thompson Environmental Consulting, Inc.
PO Box 541
A Midland, NC 28107
cc: Mr. David Reese, PE
File

Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre -Construction Notification PCN Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps: _
®Section 404 Permit - El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps?
❑ Yes ® No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit)
❑Yes No
1f. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes ® No
1g. Is the protect located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ® No
2. Project Information
2a. Name of project:
Class A Speculative Office Building - IBP Lots 7&8
2b. County:
Cabarrus
2c. Nearest municipality / town:
Concord
2d. Subdivision name:
2e. NCDOT only, T.I.P. or state
project no:
3. Owner Information
3a. Name(s) on Recorded Deed:
4540 Fortune Avenue, LLC
3b. Deed Book and Page No.
0570 0032
3c. Responsible Party (for LLC if
applicable):
3d. Street address:
4540 Fortune Ave NW
3e. City, state, zip:
Concord, NC 28027
3f. Telephone no.:
3g. Fax no.:
3h. Email address:
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008

Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre -Construction Notification PCN Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps?
❑ Yes
® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit:
❑ Yes ® No
1f. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
® No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes
® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2. Project Information
2a. Name of project:
Class A Speculative Office Building - IBP Lots 7&8
2b. County:
Cabarrus
2c. Nearest municipality / town:
Concord
2d. Subdivision name:
2e. NCDOT only, T.I.P. or state
project no:
d o 2
3. Owner Information A3 R
3a. Name(s) on Recorded Deed:
4540 Fortune Avenue, LLC
URC�S
3b. Deed Book and Page No.
0570 0032
3c. Responsible Party (for LLC if
applicable):
3d. Street address:
4540 Fortune Ave NW
3e. City, state, zip:
Concord, NC 28027
3f. Telephone no.:
3g. Fax no.:
3h. Email address:
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version

4. Applicant Information (if different from owner)
4a. Applicant is:
® Agent ❑ Other, specify:
4b. Name:
Larry Thompson
4c. Business name
(if applicable):
Thompson Environmental Consulting, Inc.
4d. Street address:
PO Box 541
4e. City, state, zip:
Midland, NC 28107
4f. Telephone no.:
704-301-4881
4g. Fax no.:
4h. Email address:
[e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name:
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:
Page 2 of 11
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
56018453360000
1 b. Site coordinates (in decimal degrees):
Latitude: 35.42779 Longitude: - 80.65209
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size:
30.1 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
UT to Irish Buffalo Creek
proposed project:
2b. Water Quality Classification of nearest receiving water:
C
2c. River basin:
Yadkin Pee Dee
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site is currently forested, and there are commerical areas, residences, and some forested areas in the vicinity.
3b. List the total estimated acreage of all existing wetlands on the property:
0.21
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
1,835
3d. Explain the purpose of the proposed project:
The purpose of the proposed project is to build a commerical building in the Internation Business Park, which will require
impacts to jurisdictional and non jurisdictional features.
3e. Describe the overall project in detail, including the type of equipment to be used:
Erosion and sedimentation control measures will be installed. Grading of the property will be needed in oder to provide
suitable construction conditions. Fill in 0.21 acres of wetlands will be required. 113 linear feet (If) of intermittent stream
and 73 feet of perennial stream will be filled. Drainage of the property will directed into pipes. Equipment to be used
includes a track hoe, dump truck, paving equipment, pumps, and various hand tools.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
❑ Yes ® No ❑ Unknown
project (including all prior phases) in the past.
Comments: N/A
4b. If the Corps made the jurisdictional determination, what type
❑ preliminary ❑ Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas?
Agency/Consultant Company: N/A
Name (if known): N/A
Other: N/A
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
N/A
5. Project History
5a. Have permits or certifications been requested or obtained for
❑ Yes ® No ❑ Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
N/A
Page 3 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Future Project Plans
6a. Is this a phased project? ❑ Yes ® No
6b. If yes, explain.
N/A
Page 4 of 11
PCN Form — Version 1.3 December 10, 2008 Version

C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
® Wetlands ® Streams - tributaries ❑ Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P) or
(if known)
DWQ — non -404, other)
(acres)
Temporary T
W1 ®P ❑ T
Fill
Headwater
® Yes
® Corps
0.13
wetland
❑ No
❑ DWQ
W2 ® P ❑ T
Fill
man-made
isolated
❑ Yes
❑ Corps
0.04
depression
®No
®DWQ
W3 ® P ❑ T
Fill
Stormwater
® Yes
❑ Corps
0.04
wetland
❑ No
® DWQ
W4 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W5 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W6 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
2g. Total wetland impacts
0.21
2h. Comments: N/A
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number -
(PER) or
(Corps - 404, 10
stream
length
Permanent (P) or
intermittent
DWQ — non -404,
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
S1 ®P ❑ T
Fill
UT to Irish Buffalo
❑ PER
® Corps
2-3
90 If
(SC)
® INT
❑ DWQ
S2 ®P ❑ T
Fill
UT to Irish Buffalo
❑ PER
❑ Corps
2-4
23 If
(SE)
® INT
❑ DWQ
S3 ®P ❑ T
Fill
UT to Irish Buffalo
® PER
❑ Corps
3-5
73 If
(SC)
❑ INT
❑ DWQ
S4 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S5 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S6 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
3h. Total stream and tributary impacts
186 If
3i. Comments:
Page 5 of 11
PCN Form — Version 1.3 December 10, 2008 Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
4b.
4c.
4d.
4e.
Open water
Name of waterbody
impact number -
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
Permanent (P) or
Temporary T
01 ❑P❑T
02 ❑ PEI T
03 ❑P❑T
04 ❑P❑T
4f. Total open water impacts
4g. Comments: N/A
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.
5b.
5c.
5d.
5e.
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose
(acres)
number
of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5f. Total
5g. Comments: N/A
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
❑ Neuse ❑ Tar -Pamlico ❑ Other:
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number -
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
for
Stream name
mitigation
(square feet)
(square feet)
Temporary T
impact
required?
61 ❑P❑T
❑Yes
❑ No
B2 ❑P❑T
El Yes
❑ No
B3 ❑P❑T
El Yes
❑ No
6h. Total buffer impacts
6i. Comments:
Page 6 of 11
PCN Form - Version 1.3 December 10, 2008 Version

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The proposed project is to construct a commercial building. The streams are located to the eastern side of the property, and
the construction will take place on the western side of the property near the road. An intermittent stream and a perennial
stream will be impacted Fill slopes have been reduced as much as practical to avoid any unnecessary impacts.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Erosion and sedimentation BMPs will be installed prior to construction. Water will be diverted around the work area to prevent
sedimentation of downstream aquatic resources. Impacts will be minimized by strict enforcement of BMPs for the protection
of surface waters, restrictions against the staging of equipment in or adjacent to waters of the US and coordination with
appropriate agency personnel.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
® Yes ❑ No
2b. If yes, mitigation is required by (check all that apply):
® DWQ ® Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
®Payment to in-lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type
Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non-riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments: TEC would like to request mitigation guidance from the USACE and NCDEQ
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Permittee is constructing a wet detention basin with litoral shelf which will be planted with wetland vegetation. TEC would
like to request that the wet detention basin be considered as onsite wetland mitigation.
Page 7 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
❑ Yes ® No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
N/A
6h. Comments: N/A
Page 8 of 11
PCN Form — Version 1.3 December 10, 2008 Version

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
❑ Yes No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project?
27.6%
2b. Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Stormwater will be conveyed offsite and into UT to Irish Buffalo Creek or into a wet detention pond onsite.
® Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
❑ DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
Concord
® Phase II
❑ NSW
3b. Which of the following locally -implemented stormwater management programs
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
® Yes ❑ No
attached?
4. DWQ Stormwater Program Review
❑ Coastal counties
❑ HQW
4a. Which of the following state -implemented stormwater management programs apply
❑ ORW
(check all that apply):
❑ Session Law 2006-246
❑ Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
S. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b. Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 9 of 11
PCN Form — Version 1.3 December 10, 2008 Version

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the
❑ Yes ® No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes ❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
❑ Yes ❑ No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application?
❑ Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The construction of a commercial building will not result in future impacts. The property is located in a planned business
park, and many other sites have already been developed. Therefore, this building will not further impact the area.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Wastewater generated from the proposed project will be connected to existing sewer lines in the City of Concord.
Page 10 of 11
PCN Form — Version 1.3 December 10, 2008 Version

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
® Yes ❑ No
impacts?
El Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
® Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
NC NHP database
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
This project takes place in Cabarrus County, which is not near any coastal or tidal habitat that would support EFH (i.e. salt
marshes, oyster reefs, etc.).
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
A review of the NC SHPO HPOWEB GIS Service on May 5, 2016 found several historic buildings within 1.0 mile of the
project area, but these properties would not be affected by this project. There are no buildings currently located on the
property. A letter requesting concurrence on these findings was sent to the SHPO on May 31, 2016.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
❑ Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? NC Floodmaps
Larry Thompson
06/07/16
Applicant/Agent's Printed Namei
Date
a Agent's Signature
(Agent's signa}t n: is valid only if an authorization letter from the applicant
�' isprovided.)
Page 11 of 11
PCN Form — Version 1.3 December 10, 2008 Version

Appendix C
PRELIMINARY JURISDICTIONAL DETERMINATION FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JURISDICTIONAL DETERMINATION (JD):
March 21, 2016 '
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Larry Thompson, Thompson Environmental Consulting, Inc, PO Box 541, Midland, NC 28107
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
(USE THE ATTACHED TABLE TO DOCUMENT MULTIPLE WATERBODIES AT DIFFERENT SITES)
State: NC County/parish/borough. Cabarrus City: Concord
Center coordinates of site (]at/long in degree decimal format): Lat. 35 4278 Long. -80 6521
Universal Transverse Mercator: 14
Name of nearest waterbody: UT to Irish Buffalo Creek
Identify (estimate) amount of waters in the review area:
Non -wetland waters: 1835 0( linear feet: 3 00 width (ft) and/or acres.
Cowardin Class: Rroenne
Stream Flow: Intermittent
Wetlands: 013 acres.
Cowardin Class: Forested
Name of any water bodies on the site that have been identified as Section 10 waters:
Tidal:
Non -Tidal:
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
0 Office (Desk) Determination. Date:
21 Field Determination. Date(s):
1. The Corps of Engineers believes that there may be jurisdictional waters of the United States on the subject site, and
the permit applicant or other affected party who requested this preliminary JD is hereby advised of his or her option to
request and obtain an approved jurisdictional determination (JD) for that site. Nevertheless, the permit applicant or
other person who requested this preliminary JD has declined to exercise the option to obtain an approved JD in this
instance and at this time.
2. In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General Permit (NWP)
or other general permit verification requiring "pre -construction notification" (PCN), or requests verification for a non -
reporting NWP or other general permit, and the permit applicant has not requested an approved JD for the activity, the
permit applicant is hereby made aware of the following: (1) the permit applicant has elected to seek a permit
authorization based on a preliminary JD, which does not make an official determination of jurisdictional waters; (2)
that the applicant has the option to request an approved JD before accepting the terms and conditions of the permit
authorization, and that basing a permit authorization on an approved JD could possibly result in less compensatory
mitigation being required or different special conditions; (3) that the applicant has the right to request an individual
permit rather than accepting the terms and conditions of the NWP or other general permit authorization; (4) that the
applicant can accept a permit authorization and thereby agree to comply with all the terms and conditions of that
permit, including whatever mitigation requirements the Corps has determined to be necessary; (5) that undertaking any
activity in reliance upon the subject permit authorization without requesting an approved JD constitutes the applicant's
acceptance of the use of the preliminary JD, but that either form of JD will be processed as soon as is practicable; (6)
accepting a permit authorization (e.g., signing a proffered individual permit) or undertaking any activity in reliance on
any form of Corps permit authorization based on a preliminary JD constitutes agreement that all wetlands and other
water bodies on the site affected in any way by that activity are jurisdictional waters of the United States, and precludes
any challenge to such jurisdiction in any administrative or judicial compliance or enforcement action, or in any
administrative appeal or in any Federal court; and (7) whether the applicant elects to use either an approved JD or a
preliminary JD, that JD will be processed as soon as is practicable. Further, an approved JD, a proffered individual
permit (and all terms and conditions contained therein), or individual permit denial can be administratively appealed
pursuant to 33 C.F.R. Part 331, and that in any administrative appeal, jurisdictional issues can be raised (see 33 C.F.R.

331.5(a)(2)). If, during that administrative appeal, it becomes necessary to make an official determination whether
CWA jurisdiction exists over a site, or to provide an official delineation of jurisdictional waters on the site, the Corps
will provide an approved JD to accomplish that result, as soon as is practicable.
This preliminary JD finds that there "may be" waters of the United States on the subject project site, and identifies all
aquatic features on the site that could be affected by the proposed activity, based on the following information:
SUPPORTING DATA. Data reviewed for preliminary JD (check all that apply - checked items should be
included in case file and, where checked and requested, appropriately reference sources below):
Maps, plans, plots or plat submitted by or on behalf of the applicant/consultant:
■❑ Data sheets prepared/submitted by or on behalf of the applicant/consultant.
❑ Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report.
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
• U.S. Geological Survey map(s). Cite scale &quad name: Kannapolis -Custom Scale
❑■ USDA Natural Resources Conservation Service Soil Survey. Citation: Cabarrus County -1988
❑ National wetlands inventory map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100 -year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
■❑ Photographs: ❑ Aerial (Name & Date):
or g Other (Name & Date): Site Photographs from March 21, 2016
❑ Previous determination(s). File no. and date of response letter:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily -been verified by the Corns
and should not be relied upon for later iurisdictional determinations.
Signature and date of ..fe and date of
Regulatory Project Manager person requesting preliminary JD
(REQUIRED) (REQUIRED, unless obtaining the signature is
impracticable)
2

t<t
O
c
co
o
x
p
N
c
t
O
m
�
Z
o
m
w
Z
:
w
n
in
°
o

Jurisdictional Feature Delineation
Lots 7, 8 and 9 - International Business Park at Concord
Cabarrus County, North Carolina
Prepared for:
Mr. Jay Eaves, PE
CESI
P.O. Box 268
Concord, NC 28026-0268
Prepared by:
Thompson
Enviranmenta
Consulting
P.O. Box 541
Midland, NC 28107
704-301-4881
March 21, 2016

1. PURPOSE
CESI is considering developing Lots 7, 8 and 9 of the International Business Park in
Concord, North Carolina (4350 Fortune Avenue). Before development can begin, a
jurisdictional determination needs to be performed by the U.S. Army Corps of Engineers
(USACE). Thompson Environmental Consulting (TEC) was contracted to conduct the
jurisdictional delineation on the property and work with the USACE on the determination.
2. PROJECT DESCRIPTION
The proposed site is a 30 -acre wooded lot with a utility easement on the north side. The study
area consists of the parcel boundary limits of the site.
3. METHODOLOGIES
TEC was provided site maps depicting the study area of the proposed construction site.
Additional mapping resources used in this investigation include the most recent United States
Geologic Survey (USGS) 7.5 -minute topographic quadrangle map, National Wetland
Inventory (NWI) Mapping, and the Cabarrus County Soil Survey.
TEC conducted the field investigation on March 16, 2016. The 1987 US Army Corps of
Engineers (USACE) Wetlands Delineation Manual (Environmental Laboratory 1987) and
Regional Supplement for the Piedmont and Eastern Mountain Region was used to determine
if wetlands existed in the study area. The NC Division of Water Resources (NCDWR)
Stream Identification Form (Version 4.11) was used in making stream determinations. Blue
flagging was used to demarcate the streams. Pink and black striped flagging was used to
demarcate the wetlands. Locations of jurisdictional features were located using a hand-held
GPS with sub -meter accuracy.
4. QUALIFICATION OF INVESTIGATORS
The investigation was performed by Evan Morgan and Nancy Scott. Mr. Morgan is a soil
scientist -in -training and natural resources investigator who has been actively involved in field
investigations of streams and wetlands in multiple physiographic provinces in North
Carolina. His primary duties include conducting field reconnaissance, compiling data,
creating figures, and writing the technical report. Ms. Scott is an environmental scientist with
over 4 years of experience conducting stream and wetland delineations, threatened and
endangered species surveys, and environmental permitting. Her primary duties include
conducting the field investigation.
5. RESULTS
5.1. Wetlands
One jurisdictional wetland was identified within the study area, the details of which are
provided in the following table and shown on Figure 1. Wetland WA occurs in the middle of
the property and is a headwater wetland associated with the interstream divide of SC and SE.
Table 1. Study Area Jurisdictional Wetlands
Wetland (Map ID)
NCWAM Classification
Size (acres)
WA
Headwater Forest
0.13
International Business Park at Concord 1 March 21, 2016

Two non jurisdictional wetlands were identified within the study area, the details of which
are provided in Table 2 and shown in Figure 1. Wetland WB is an isolated wetland in the
northern portion of the study area. WB showed signs of relict earth moving practices as soils
were heavily compacted and cut down from the natural surface to a subsurface that may have
had existing hydric soil conditions. WB may once have been intended to collect runoff or be
used as a borrow site for the utility easement located in this section of the study area.
Wetland WB receives its hydrologic input from surface runoff of the adjacent surrounding
landscape. Wetland WC is located on the western edge of the property and is an old
stormwater control measure that has not been maintained. Wetland WC receives its
hydrologic input from a culvert that is fed from surface runoff into the curb and gutter
associated with the adjacent cul-de-sac. Neither wetland WB or WC were constructed as
permanent features, but rather intermittent stormwater BMPs that would eventually be
obliterated as the business park continued to develop.
None of the wetlands, jurisdictional or non, in the study area were identified on the National
Wetland Inventory (NWI) mapping.
Table 2. Study Area Non -Jurisdictional Wetlands
Wetland (Map ID)
NCWAM Classification
Size (acres)
WB
Man-made Isolated Depression
0.04
WC
Stormwater Wetland
0.04
5.2. Streams
Five jurisdictional streams were identified within the study area, the details of which are
provided in the following table and shown on Figure 1. Stream SB occurs in the eastern
portion of the study area and flows from north to south across the length of the property.
Stream SA is perennial and flows into stream SB along the southern edge of the property.
Stream SA has input from a stormwater pond offsite that is associated with a neighboring
subdivision. Stream SC begins near WC as an ephemeral drainageway, as it flows across the
property from west to east it gains hydrologic input and begins to form a well-defined
channel where it becomes perennial and flows in to SB. Stream SE is an ephemeral drainage
associated with WA that eventually develops into an intermittent channel that flows in to SC.
Stream SD is a perennial channel that forms a confluence with SB in the northern section of
the property. Stream SD was piped underground through a neighboring subdivision before
daylighting just before entering the study area. The NCDWR Stream Identification Form is
appended.
Table 3. Studv Area Streams
Stream (Map ID)
Classification
DWR Index
DWR Classification
SA
Perennial
13-17-9-(2)
C
SB
Perennial
13-17-9-(2)
C
International Business Park at Concord 2 March 21, 2016

Stream (Map ID)
Classification
DWR Index
DWR Classification
SC
Ephemeral/Intermittent
13-17-9-(2)
C
/Perennial
SD
Perennial
13-17-9-(2)
C
SE
Intermittent
13-17-9-(2)
C
5.3. Ponds
There are no jurisdictional ponds in the study area.
6. SUMMARY
There are five jurisdictional streams, one jurisdictional wetland, two non jurisdictional
wetlands, and no jurisdictional ponds within the study area.
REFERENCES
Environmental Laboratory. 1987. "Corps of Engineers Wetlands Delineation Manual,"
Technical Report Y-87-1. US Army Engineer Waterways Experiment Station.
Vicksburg, MS.
NC Division of Water Quality. 2010. Methodology for Identification of Intermittent and
Perennial Streams and their Origins, Version 4.11. North Carolina Department of
Environment and Natural Resources, Division of Water Quality. Raleigh, NC.
North Carolina Online Soil Survey Manuscripts: Cabarrus County.
hgp:Hsoils.usda.gov/survey/online surveys/north carolina/. Accessed March 15,
2016.
U.S. Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers
Wetland Delineation Manual: Atlantic and Gulf Coastal Plain Region (Version 2.0),
ed. J.F. Berkowitz, J.S. Wakeley, R. W. Lichvar, C.V. Noble. ERDC/EL TR -10-20.
Vicksburg, MS:U.S. Army Engineer Research and Development Center.
USDA, NRCS, 2010 Field Indicators of Hydric Soils in the United States, Version 7.0. L.M.
Vasilas, G.W Hurt, and C.V. Noble (eds.) USDA, NRCS in cooperation with the
National Technical Committee for Hydric Soils.
International Business Park at Concord 3 March 21, 2016

Appendix A
Figures

N
r J
�
LL
m
O
9
�
�
�
N
N
V
L
�
O
�
�
W
o
a
o
m
u
u
Z
n
n
o
H
O
V]
O

Wetland "WA
Wetland "WA"
4 "A.

AD:_,
41
��`. +�, L} vY �4 yfk^'.: +k _Y. to �••` � h F.
-...�^.'�P�y-L. i [,�{f � i lam•"
AS
R `1
C LIMP
s �� 4,�? i` .'..fit , r✓ �l

"� �. • r pus; i� ` � � � .' �' � - fii'
.i
i�z.r� _...�__ 2 �c � � :- �a.`.S►s...r-:, � .. ..,. y+r.4n•.• .�� �:a1i�e:.
, ..�P+ lite'" � •. +. ��� '.'4r.. r �, q..- :�rrt+,r•.X �`e
s:
�- � tom'_ i�s�• • �-4 �' �s gib.

SM ,r
a � ,
Ak
Ilk
J,s.0
fir, v
Y'1 b Y�71 i� 1• � f' i -w
b l

Wetland "WB"
.fir � � ��'�: , • � ', 4 ���� � � _ `
W etland " VA" B"

�ty`c Y+"' zy>f �•n ,. ,C� t f.. .{ +. ''i>
i1,• h .. wei► a ��t '.<-• ,u
-fit 7^��~iii �� `. r ;• ,° �}'� \ 1� .Y ai, 4. ��-• -t'.
i1 e
toA
1 1. 1
I, KII

+ 7 �
�� irk sn t r , � �..� k• r r -rtj
c. �!_ . � - � i - JAG -t., ,"?k-ir•,
'12 V,
iP�i4 w�M �tF ��'i•.. a .�.s
T
� '1 ww -� •. y � �Y . _Jnr`} i �'Rrj

i�
JEW
J AS
?V

0
:t
dp
low
low
1 4 ��
-1 r ,
_-dIft
44 t -
Or
ti ,. j• � � .� ,. ii�1i��A1a++a � �
i" _ - Aw s J J s• ;1

Stream "SE" Intennittent Start
Stream "SC" and Stream "SE" Confluence — Perennial

jr
Opt
r
u�
i
,
. � •kms �� ,��'Sv �_ .....��~X4 } �- • f..\-�'
r �
I� i'• �� r_`���`�",y_�y � ,,v ,r y A _ �`- v 1 . 1 _ mss. _ -�* -�1 �

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: C o O r nt.4 &.Sr r> FSS P&%-& City/County:• �r rtkn Sampling Date:I(,, it
Applicanl/Owner: State: NL Sampling Point: ' r•i I-
Investigator(s): pn nA 5 Ott Section, Township, Range: GrK„rte
Landform (hilislope, terrace, etc)-.' Local Local relief (concave, convex, none): (ionC- Slope
Subregion (LRR or MLRA): P Lot: �,73Y Long: —W (0-ffl'( C Datum: Mr, t5
Soil Map Unit Name: CIA C�{'wGr�n ri•i Inc,r, ��'=Z ” -+sof 4frt,r.errf«dre-1 NWIclassification: IVA
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ✓ No (if no, explain in Remarks.)
Are Vegetation Or , Soil i- , or Hydrology rAn significantly disturbed? Are "Normal Circumstances" present? Yes %/ No
Are Vegetation 4.N Soil f.., or Hydrology nA naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophylic Vegetation Present? Yes No Is the Sampled Area
Hydric Soil Present? Yes _ No within a Wetland? Yes ✓ No
Welland Hydrology Present? Yes No
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required:
check all that almly)Surface
_ Soil Cracks (06)
✓ Surface Water (Al)
_ True Aquatic Plants (B14)
Sparsely Vegetated Concave Surface (138)
High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
_ Drainage Patterns (610)
_✓ Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (0)
_ Moss Trim Lines (816)
_ Water Marks (B1)
_ Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
_ Sediment Deposits (62)
_ Recent Iron Reduction in Tilled Soils (CB)
_ Crayfish Burrows (C8)
_ Drift Deposits (133)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (Cg)
_ Algal Mat or Crust (134)
_, Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
_f Iron Deposits (135)
_ Geomorphic Position (132)
Inundation Visible on Aerial Imagery (137)
Shallow Aquilard (D3)
_ Water -Stained Leaves (139)
_ Microtopographic Relief (134)
_• Aquatic Fauna (1313)
_ FAC-Neulral Test (D5)
Field Observations:
Surface Water Present? Yes ✓ No
Depth (inches):_
Water Table Present? Yes "� No
Depth (Inches):
Saturation Present? Yes No
Depth (inches): i
Wetland Hydrology Present? Yes ✓ No
includes capillary hinge)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0

VEGETATION (Four Strata) — Use sclentific riamss of plants. Sampling Point: Yd WO -
tree Stratum (Plot size, ) % Cover Species? Status Number of Dominant Species
i. That Are OBL, FACW, or FAC- Z (A)
2. Total Number of Dominant
3'. Species Across All Strata: " - (B)
4. Percent of Dominant Species [�
5. _ That Are OBL, FACW, or FAC: I v ,(NB)
6-
7
--Total Cover
50% of total cover; 20% of total cover "
Sapling/Shrub Stratum, (plot size: I
1.
2.
3
-4.
5.
6.
7.
8.
9.
=Total Cover
50°/0 of total cover. 20% of total cover:
Herb Stratum (Plot size:.
2.
3.
4.
6.
7.
8.
,9.
LI = Total Cover
50% of total cover Z, 20% of total cover.
Woody Vine Stratum (Plot size: )
1.
2.
3.
4.
5.
= Total Cover
50% of total cover: 20% of total cover:
rs here or on a seaarate sheet.)
US Army Corps of Engineers
Total % Cover of:
Multiply b'v:
OBL species
x 1 =
FACW species
x 2 =
FAC species
x3=
FACU species
i
k4=
UPL species
x 5 =
Column Totals:
(A) (B)
Prevalence Index =
B/A =
Hydrophytic Vegetation Indicators:
_ 1 - Rapid Test for Hydrophytic Vegetation
2 - Dominance Test is >50%
_ 3- Prevalence Index is !93.0'
_ 4 - Morphological Adaptations' (Provide supporting
data in Remari s or on a separate sheet)
Problematic Hydrophytic Vegetation' (Expjajn)
'Indicators of hydric soil and wetlapd hydrology must
be present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree — Woody plants, excluding vines, 3 in. (7.6 m) o
cm)
more in diameter at breast height (DBH), regardless of
height,
Sapling/Shrub — Woody plants. excluding vines, less'
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall
Herb — All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 it tall.
Woody vine— All woody vines greater than 3.28 It in
Hydrophytic
Vegetation
Present? Yes No
Eastern Mountains and Piedmont— Version 2.6�

'Sampling Point. WA- I °+-
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of Indicators.)
Depth
Matrix
Redox
Features
_ 2 cm Muds (A10) (MLRA 147)
_ Histic Epipedon (A2)
(inches)
Color (moist) %
Color (moist)
°% Tyne'
fig_
- T61ure Remarks
5
7 5 V R_ 5/C� S�
�7. 5`l �� ' i .:
f Depleted Matrix (F3)
t
� CL - -
_ Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF12)
_ Depleted Below Dark Surface (A11)
_ Depleted Dark Surface (F7)
Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
_ Redox Depressions (F8)
_
_ Sandy Mucky Mineral (S1) (LRR N,;
C_
eL
MLRA 147,148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
_ Umbric Surface (F13) (MLRA 136, 122)
'Indicators of hydrophytic vegetation and
_ Sandy Redox (S5)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
_ Stripped Matrix (S6)
___• Red Parent Material (F21) (MLRA 127, 147)
unless disturbed or problematic,
'Type, C=Concentration, D=Deplellon, RM=Reduced Matrix, MS=Masked Sand Grains. YLocation: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils':
_ Histosol (Al)
_Dark Surface (S7)
_ 2 cm Muds (A10) (MLRA 147)
_ Histic Epipedon (A2)
_ Polyvalue Below Surface (S8) (MLRA 147 148)
_ Coast Prairie Redox (A16)
_ Black Histic (A3)
Thin Dark Surface (S9) (MLRA 147, 148)
(MLRA 147,148)
_ Hydrogen Sulfide (A4)
L'oamy Gleyed Matrix (F2)
_ Piedmont Floodplain Soils (F19)
_ Stratified Layers (A5)
f Depleted Matrix (F3)
(MLRA 136,147)
_ 2 cm Muck (A1o) (LRR N)
_ Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF12)
_ Depleted Below Dark Surface (A11)
_ Depleted Dark Surface (F7)
Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
_ Redox Depressions (F8)
_
_ Sandy Mucky Mineral (S1) (LRR N,;
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 147,148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
_ Umbric Surface (F13) (MLRA 136, 122)
'Indicators of hydrophytic vegetation and
_ Sandy Redox (S5)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
_ Stripped Matrix (S6)
___• Red Parent Material (F21) (MLRA 127, 147)
unless disturbed or problematic,
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes V No
US Army Corps of Engineers 'Eastern Mountains and Piedmont — Version 2Af

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: QlYnrcf &6reS PckrY. City/County: Sampling Date:
Applicant/Owner. C 6T State: Sampling Point:'
Investigator(s): E. f o,,. L'x,,,+f Section. Township. Range: Cxnrnrrl
Landform (hilislope, terrace, etc.): Local felief (concave, convex, none): I lur1P Slope
Subregion (LRR or MLRA): P Let: Long- Datum: NA10P
Soil Map Unit Name: 1- r L, (..6• I Oil) —rro+NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no. explain in Remarks.)
Are Vegetation rw , Soil M , or Hydrology _L significantly disturbed? Are "Normal Circumstances" present? Yes ✓ No
Are Vegetation (1 , Soil f1b or Hydrology rib naturally problematic9 (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes V No Is the Sampled Area
Hydric Soil Present? Yes No__
within a Wetland? Yes No
Wetland Hydrology Present? Yes No v'
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators !minimum of one is required: check all that aoolvl
_ Surface Soil Cracks (86)
_ Surface Water (Al)
_ True Aquatic Plants (B14)
_ Sparsely Vegetated Concave Surface (88)
_ High Water Table (A2)
_ Hydrogen Sulfide Odor (C7)
_ Drainage Patterns (B10)
_ Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (0)
_ Moss Trim Lines (816)
_ Water Marks (B1)
_ Presence of Reduced Iron (C4)
_ Dry•Season Water Table (C2)
_ Sediment Deposits (82)
_ Recent Iron Reduction in Tilled Soils (CO)
_ Crayfish Burrows (C8)
_ Drift Deposits (83)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or Crust (94)
_ Other (Explain 1n Remarks)
_ Stunted or Stressed Plants (D1)
_ Iron Deposits (65)
_ Geomorphic Position (132)
_ Inundation Visible on Aerial Imagery (137)
_ Shallow Aquitard (133)
_ Water -Stained Leaves (B9)
_ Microtopographic Relief (04)
_ Aquatic Fauna (813)
_ FAC -Neutral Test (p5)
Field Observations:
Surface Water Present? Yes No
Depth (inches):
Water Table Present? Yes No
Depth (inches):
Saturation Present? Yes No
Depth (inches):
Wetland Hydrology Present? Yes No
Includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Eastern Mountains and Piedmont— Version 2.0

VEGETATION (Four Strata) — Use scientific names of plants.
J Absolute Dominant Indicator
Tree Stratum (Plot size: _ y :ir ) % Cover Species? Status
2. Ari, fuiu..M Irl �_
3.
4.
5.
6
7.
Y = Total Cover
50% of total cover. (�� S 20% of total cover: 7
Sapling/Shrub Stratum (Plot size: r11i.. 1
1, L 1 n 4racn S„ r rhe. IL I RQ
2.
3.
4.
5,
6.
7,
8
9.
7-0 = Total Cover
506/6 of total cover; 10 20% of total cover: t�
Herb Stratum (Plot size:
1. Mir• I r. , )I• Uxr•�,rr f ir0 T �
2.
3.
4-
5.
6.
7.
Sampling Point: W A -5 'Llf
Number of Dominant Species
That Are OBL, FACW, or FAC: (A)
Total Number of Dominant
Species Across All Strata: (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC. to /e (A/B)
__Total % Cover of:
MANY by:
OBL species C2
x 1 =
FACW species 10;,
x,2 = "M
FAC species 15
x3= _LZ�;
FACU species 7-0,
x4= 10
UPL species
k5=
Column Totals: 1Z.D
(A) 155 (B)
IPrevalence Index = B/A
_ 1 - Rapid Test for Hydrophytic Vegetation
-**'2 - - Dominance Test is X50%
�3 - Prevalence Index is 53.0'
_ 4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
_ Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Deilnftlons of Four Vegetation Strata:
Tree — Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
9. Sapling/Shrub— Woody plants. excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 it (1
10, m) tall.
11. Herb — All herbaceous (non -woody) plants, regardless
Total Cover of size. and woody plants less than 3.28 ft tall.
56% of total cover. 16 20% of total cover: I Z
Woody Vine Stratum Plot size: r, ry►Woody vine — All woody vines greater than 3.28 ft in
t ( ) r height.
1. �rJi[IrnriF_rrlrun r�c�Vt.rt; % Foe
K11
4. Hydrophytic
5- _ Vegetation
_ x = Total Cover Present? Yes No
50% of total cover: 20% of total cover:
Remarks: (Include photo numbers here or on a separate sheet.)
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

SOIL
Sampling Point:
Profile Description: (Describe to the depth needed to document the Indicator or, confirm the absence of Indicators.)
Depth
Matrix
Redox Features
_ Dark Surface (S7)
(inches)
Color (moist) °
Color (moist) % T4oe�ocr
Texture Remarks
_ Black Histic (A3)
_ Thin Dark Surface (S9) (MLRA 147,148)
(MLRA 147, 148)
_ Hydrogen Sulfide (A4)
_ Loamy Gleyed Matrix (F2),
_ Piedmont Floodplain Soils (F19)
_ Stratified Layers (A5)
_ Depleted Matrix (F3)
tib -ILS
-7,5-Ya 'J(D-7 0
-] t `R_g1Z_ 2, 0, b C `
_ Very Shallow Dark Surface (TF12)
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS --Masked Sand Grains. 21-ocation: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic HydricSolls3:
_ Histosol (Al)
_ Dark Surface (S7)
_ 2 cm Muck (Al 0) jMLRA 147)
_ Histic Epipedon (A2)
_ Polyvalue Below Surface (60) (MLRA 147,148)
,_ Coast Prairie Redox (A16)
_ Black Histic (A3)
_ Thin Dark Surface (S9) (MLRA 147,148)
(MLRA 147, 148)
_ Hydrogen Sulfide (A4)
_ Loamy Gleyed Matrix (F2),
_ Piedmont Floodplain Soils (F19)
_ Stratified Layers (A5)
_ Depleted Matrix (F3)
(MLRA 136, 147)
_ 2 cm Muck (A10) (LRR N)
_ Redox Dark Surfacd (F8)
_ Very Shallow Dark Surface (TF12)
_ Depleted Below Dark Surface (A11)
_ Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
_ Redox Depressions (F8)
J Sandy Mucky Mineral (S1) (LRR N.
_ Iron -Manganese Masses (F.12) (LRR N,
MLRA 147,148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
_ Umbric Surface (F13) (MLRA 136,122)
'Indicators of hydrophytic vegetation and
_ Sandy Redox (S5)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
Stripped Matrix (S6)
_ Red Parent Material (F21) (MLRA 127, 147)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type*
Depth (inches):
Hydric Soil Present? Yes No ✓
US Army Corps of Engineers Eastern Mountains and Piedmont— Version 2.0

WETLAND DETERMINATION DATA FORM - Eastern Mountains and Piedmont Region
Pro)ectlSite: inti 1-6, :q,
City/County:
c4&-1frA3
Sampling Date: 1.
Applicant/Owner: r✓E15T
Surface Water (Al) ,_
True Aquatic Plants (814)
State: A*— Sampling Point:
investigator(s): E. N apo %11. lad r
Section, Township, Range:
Cr}�rerrl
Landform (hillslope, terrace, etc.): fir,
M Local -relief (concave, convex, none): Colro„ E Slope (%): O
Subregion (LRR or MLRA); P
Lat: Q75 «%
Long:
—Edb ri>L(�rr� srL Datum: NA4 S-5Soil
Map Unit Name: Cup2 ('4' i�a,
.:r„ I ,r ?: Ir r, r_ ,,,,;,c.:pl
, 6rc+rd
NWl classification: A11i9
Are climatic / hydrologic conditions on the site typical for this time of year? Yes
No
(I1 no, explain in Remarks.)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
"Normal
V
Are Vegetation rko , Sod fl o , cr Hydrology
t'll significantly disturbed?
Are
Circumstances" present? Yes No
Are Vegetation n(, , Soil r, () , or Hydrology r,r, naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, Important features, etc.
Hydrophytic Vegetation Present? Yes No Is the Sampled Area
Hydric Soil Present? Yes No within a Wetland? Yes No
Wetland Hydrology Present? Yes No
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimumof two required)
Primary Indicators (minimum of one is reaulred: check all that apply)
_ Surface Soil Cracks (B6)
Surface Water (Al) ,_
True Aquatic Plants (814)
1 Sparsely Vegetated Concave Surface (B8)
High Water Table (A2)
_ Hydrogen Sulfide Odor (C1)
_ Drainage Patterns (B10)
_ Saturation JA3)
_ Oxidized Rhizospheres on Living Roots (C3)
_ Moss Trim Lines (1316)
_ Water Marks (B1)
_ Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
_ Sediment Deposits (132)
_ Recent iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
_ Drift Deposits (B3)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or Crust (B4)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
_ Iron Deposits (85)
_ Geomorphlc Position (D2)
Inundation Visible on Aerial Imagery (B7)
_ Shallow Aquitard (D3)
_ Water -Stained Leaves (139)
_ Microtopographic Relief (134)
_ Aquatic Fauna (1313)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
Depth (inches): ?.f�
Water Table Present? Yes No
Depth (inches): irs
Saturation Present? Yes No
Depth (inches)- C
Wetland Hydrology Present? Yes ✓ No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers -Eastern Mountains and Piedmont —Version 2.0-

VEGETATION (Four Strata) - Use scientific names of plants.
Tree Stratum (Plot size: : n 7 Op,,) %Cover Species? Status
2.
3.
4.
5.
6.
7_
1 O = Total Cover
50% of total cover: 20% of total cover: 2
Sapling/Shrub Stratum (Plot sizer li:4 Wf, , t
1.
2.
3.
4.
5.
6.
7.
8.
9.
= Total Cover
50% of total cover: 20% of total cover.
Herb Stratum (Plot size: 5rn ) p JJJJ i
1. il}. _ 'A' rAQ-a
2. T,,l J, 4 f' Y nr4
3.
4.
w8- wk�
Sampling Point: W15 -
Number of Dominant Species
That Are OBL, FACW, or FAC: (A)
Total Number of Dominant
Species Across All Strata: (B)
Percent of Dominant Species `O�/�
That Are OBL, FACW, or FAC: (A!B)
Total % Cover of:
Multioli by:
OBL species
x 4 = r
FACW species
x 2 =
FAC species
x 3 =
FACU species
x4=
UPL species
x 5 =
Column Totals:
(A) (B)
Prevalence Index = B/A =
/i Rapid Test for Hydrophytic Vegetation
_V 2 - Dominance Test Is X50%
_ 3 - Prevalence Index is 53.01
_ 4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
_ Problematic Hydrophytic Vegetationl (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic,
5.
6 Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
7. height.
9.
10.
11.
�= Total Cover
50°k of total cover: �� 20% of total cover. 1 y
Woody Vine Stratum (Plot size: )
1.
2.
3.
4.
5.
50% of total cover:
numbers here or on a separate
= Total Cover
20% of total cover:
SaplinglShrub - Woody plants. excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall.
Herb - All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody vine - All woody vines greater than 3.28 ft in
Hydrophytic
Vegetation
Present? Yes No
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

SOIL
Wj3 u.ef
Sampling Point: W6_1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvoe Loci Texture Remarks
-10 to YR So/l (DU 10 YR k(rN 110 Ci s' !•tn5k�tiE •.fy�c
10-1 10 'IR td I W (_ 14 JkL
RM=Reduced
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils':
_ Histosol (Al)
_ Dark Surface (S7)
_ 2 cm Muck (A10) (MLRA 147)
_ Histic Epipedon (A2)
_ Polyvalue Below Surface (S8) (MLRA 147,148)
_ Coast Prairie Redox (A16)
_ Black Histic (A3)
_ Thin Dark Surface (S9) (MLRA 147, 148)
(MLRA 147, 146)
_ Hydrogen Sulfide (A4)_
Loamy Gleyed Matrix (F2)
Piedmont Floodplain Soils (F19)
_ Stratified Layers (A5)
_7Depleted Matrix (F3)
_
(MLRA 136, 147)
— 2 cm Muck (Al 0) (LRR N)
_ Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF12)
_ Depleted Below Dark Surface (A11)
_ Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
— Thick Dark Surface (Al2)
, Redox Depressions (F8)
Sandy Mucky Mineral (Si) (LRR N,
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 147,148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
_ Umbric Surface (F13) (MLRA 136, 122)
31ndicators of hydrophytic vegetation and
_ Sandy Redox (S5)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
Stripped Matrix (S6)
_ Red Parent Material (F21) (MLRA 127, 147)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
hydric Soil Present? Yes V No
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

V'46 t✓ P
WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: Ca V) c ij%A I&tl�D.,. City/County: C-o%1AffgS Sampling Date: 3/ Ito /I4,
Applicant/Owner. CI:ST, State: AIU Sampling Point: V4g-
Investigator(s): /V- rr'Nr Section. Township. Range: t„ prrcn�
Landform (hillslope. terrace, etc): NO st o. Local relief (concave, convex, none): Slope (%): Limit'
Subregion (LRR or MLRA): P Lat: 35,4ZL W)) Long: —%6.b49(440 Datum: /BMW U
Soil Map Unit Name: (— 91.- (-Afn f6o fxmt ( rK $, )i-",, :, P ml,'i rip 1e ( NWl classification: A,,
r -
Are climatic / hydrologic conditions on the si a typical for this time of year? Yes ✓' No (If no, explain in Remarks.)
,Are Vegetation n U , Soil "110 or Hydrology 0_ significantly disturbed? Are "Normal Circumstances" present? Yes }'' No
Are Vegetation Il U Soil A Q or Hydrology At, naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS —Attach site map showing sampling point locations, transects, Important features, etc.
L
Hydrophylic Vegetation Present? Yes No
f Is the Sampled Area
Hydric Soil Present? Yes No within a Wetland? Yes No
Wetland Hydrology Present? Yes No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required:
check all that apply)
_ Surface Soil Cracks (B6)
_ Surface Water (Al)
_ True Aquatic Plants (1314)
_ Sparsely Vegetated Concave Surface (88),
_ High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
„ Drainage Patterns (1310)
_ Saturation (A3)
_ Oxidized Rhlzospheres on Living Roots (C3)
_ Moss Trim Lines (B16)
_ Water Marks (Bi)
_ Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
Sediment Deposits (132)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
Drift Deposits (133)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (Cg)
_ Algal Mat or Crust (84)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
_ Iron Deposits (135)
_ Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (87)
_ Shallow Aquilard (D3)
_ Water -Stained Leaves (89)
_ Microlopographic Relief (D4)
Aquatic Fauna (813)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
Depth (inches):
Water Table Present? Yes No
Depth (inches):
Saturation Present? Yes No
✓ Depth (inches):
Wetland Hydrology Present? Yes No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous Inspections), If available:
Remarks:
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Four Strata) — Use scientific names of plants.
w V,
Sampling Point: W R
Absolute Dominant Indicator Dominance Test worksheet:
Tree Stratum (Plot size: �d �� ) % Cover Species? Status Number of Dominant Species 2
1. i U4 k i ;e^_ That Are OBL, FACW, or FAC:
2.
3.
Total Numberof Dominant
Species Across All Strata-,
(A)
(B)
4.
Percent of Dominant Species °
W,
5• That Are OBL, FACor FAC: �-1� �b (AIB)
7.
8.
Ib 5 = S
SeolinalShrub Stratum (Plot size: ML l L Total Cover n' f. 12.5
I
2 J
3.
6.
7.
8.
g.
10.
= Total CoXerc
Herb Stratum (Plot size' �'�� ) T3 l
1 F�iirs�n,c. !nZy
2
3.
5.
7 -
9.
10.
11.
12.
= Total Cover
Woody Vine Stratum (Plot size: L3r"1L ) ,v"i, �a 1 =1
J
1. L -'A.1 +icy �..Pa. r.. n y rtk
2.
3.
6.
to'e, to - ,L -1 =Total Cover
numbers here or on a
Prevalence Index worksheet:
Total % Cover of:
Multiply by,
OBL species
x 1 =
FACW species
x 2 =
FAC species
x 3 =
FACU species
x4=
UPL species
x5=
Column Totals:
(A) (B)
Prevalence Index = BIA =
Hydrophytic Vegetation Indicators:
_ 1 - Rapid Test for Hydrophytic Vegetation
_ 2 - Dominance Test is 550%
_ 3 - Prevalence Index is 63.01
_ 4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Proglematic Hydrophylic Vegetation' (Explain)
IIndicators of hydric soil and wetland hydrology must
be present. unless disturbed or problematic.
Tree — Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (08H), regardless of
height.
Sapling/Shrub — Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft (i
m) tall.
Herb —All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody vine — All woody vines greater than 3.28 It In
Hydrophytic
Vegetation /
Present? Yes No v
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

SOIL
�_A- Lip
Sampling Point:rV �-
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Calor (moist) % Tvae Loc' Texture Remarks
()`� _7 SYA ►uN roO 75,Y& SI(o 40 G n l etc_
fTvoe: C=Concentration. D=Deoletion. RM=Reduced Matrix. MS=Masked Sand Grains.
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils':
_ Histosol (Al)
_ Dark Surface (S7)
_ 2 cm Muck (A10) (MLRA 147)
_ Histic Epipedon (A2)
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_ Coast Prairie Redox (A16)
_ Black Histic (A3)
_ Thin Dark Surface (69) (MLRA 147, 148)
(MLRA 147, 148)
_ Hydrogen Sulfide (A4)
_ Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Soils (1`19)
_ Stratified Layers (A5)
_ Depleted Matrix (F3)
(MLRA 136,147)
_ 2 cm Muck (A10) (LRR N)
_ Redox Dark Surface (F6j
_ Very Shallow Dark Surface (TF12)
_ Depleted Below Dark Surface (Ail)
^ Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
_ Redox Depressions (F.8)
_ Sandy Mucky Mineral (S1) (LRR N,
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 147,148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
_ Umbric Surface (F13) (MLRA 136,122)
3Indicators of hydrophytic vegetation and
_ Sandy Redox (S5)
_ Ptedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
_ Stripped Matrix (S6)
_ Red Parent Material (F21) (MLRA 127,147)
unless disturbed or problematic.
Type:
Depth (inches):
Remarks:
Hydric Soil Present? Yes No L
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

�/C -Iqr
WETLAND DETERMINATION DATA FORM— Eastern Mountains and Piedmont Region
ProjecvSite: &jrlCr�rr( 91r� �"� 1( City/County: 64,* 4 Sampling Date:
Applicant/Owner. GEST Slate:- Sampling Point:
Invesbgator(s):E, Pvji-,6Q (U. Sra('F Section, Township, Range: �C'r'rnrd
Landform (hilislope, terrace, etc.): 1{fR^ce Local relief (concave, convex, none): rocs., Slope
Subregion (LRR or MLRA): Lat: �� � 1 � Long: – 4jc%W 116 (I, Datum: U o?
Soil Map Unit Name. R'QCA-,do, rfr,rV l,r, o h, 7 ie? Sf,., rS rrr VNWI classification: ,1
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ✓ No_ . (If no, explain in Remarks.)
Are Vegetation , D o , Soil A0 , or Hydrology r10 significantly disturbed? Are "Normal Circumstances" present? Yes _ZNc
Are Vegetation no Soil + In or Hydrology 110 naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? 'fes No Is the Sampled Area _Z
o
Hydric Soil Present? Yes Nc within a wetland? Yes , S N
Wetland Hydrology Present? Yes i� No
Remarks: 6
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two recuired)
Primary Indicators Iminimum of one is reuire
checkall that apply)
_ Surface Soil Cracks (86)
surfaoe Water (Al)
_ True Aquatic Plants (1314)
_ Sparsely Vegetated Concave Surface (BB)
,J High Water Table (A2)
_Z"Hydrogen Sulfide Odor (Cl)
_ Drainage Patters (1310)
_✓Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (0)
Moss Trim Lines (1316)
Water Marks (01)
_ Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
_ Sediment Deposits (132)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
_ Drift Deposits (133)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
_ Algal Mal or Crust (84)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (DI)
Iron Deposits (B5)
_ Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (87)
_ Shallow Aquitard (133)
Water -Stained Leaves (139)
_ Microtopographic Relief (D4)
_ Aquatic Fauna (813)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes —Z No
Depth (inches):
Water Table Present? Yes No
Depth (inches): R
Saturation Present? Yes No
Depth (inches):__
Wetland Hydrology Present? Yes V No
Includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Easter Mountains and Piedmont – Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants,
Sampling Point: L4C Z k u—
Tree Stratum (Plot size; 10"-L
Cover toe cies? Status
Number of Dominant Species
1.
That Are OBL, FACW, or FAC: (A)
2•
Total Number of Dominant
3.
Species Across All Strata: {B)
4
Percent f Dominant cies
1UO /0
.5. -
eFAC; (A1B)
That Are FACW, or
6:
-
Prevalence Index worksheet:
7.
Total % Cover of, Multiply by:
=Total Cover
50% of total cover_
20% of total cover
OBL species
Saolina1Shrub Stratum (Plot size: If In:"
}
FACW species . x2=
_
f ,
FAc species k 3-
2.
2
FACU species, x 4= -
3
_^
UPL species x5=
4
Column Totals: (A) (B)
6
Prevalence Index = B!A =
8
Hydrophytic Vegetation Indicators:
7•
_ 1- Rapid Test for Hygrophytic Vegetation
8
-
J 2 t Dominance Test is X506/6
S
3 - Prevalence Index is 53.0'
!'O = Total Cover
_
g .Morphological Adaptations' (Provide supporting
50% of total cover:
7r 20-A of total coved
_
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: JtgZ-- J
5,tf1r,r S "�u5
7 l7 1 Z it (w
Problematic Hydrophytic Vegetation' (Explain)
1 • I :
2.
FAL
- SAG
'Indicators of hydric sail and wetland hydrology must
3. ACv,- r ,c, rig
be present, unless disturbed or problematic.
4•
Definitions of Four Vegetation Strata:
5.
— Woody plants, excluding vines, 3 in. (7.6cm) or
6Tree
_
more in diameter at breast height (DBH), regardless of
7,
height.
8.
Sapling/Shrub —Woody plants, excluding vines, less
9.
r
than 3 in. DBH and greater than or equal to 3.28 ft (1
10
m) tail.
Herb — All herbaceous (non -woody) plants, regardless
= Total Cover
of size, and woody plants less than 3.28 It tall:
50% of total cover.
20% of total cover: 10
Woody vine —All woody vines greater than 3.28 ft in
Woody Vine Stratum (Plot size: ^ IL )
hei ht.
1. Writceftn ,,30,01taA
_
2.1lC4Afl
3.
4.
Hydrophytic
5•
Vegetation
= Total Cover
Present? Yes No
50% of total cover:�% _ 20% of total cover:
Remarks: (Include photo numbers here or on a separate sheet.)
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0 '

SOIL
Sampling point: I ✓c -z- '-C '
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth
Matrix
Redox Features
_'Dark Surface (87)
(inches)
Color (moist) %
Color (moist) % Tv el Loc
Texture Remarks
0-1
b 4R X1/3 (zo
7.,5AA 51N Lo G F)
50— U/ron;nl,cWpii
--,Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Solis (F19)
_ Stratified Layers (A5)
_�/ Depleted Matrix (F3)
$ - I y
7.5yr, 'j/) W
7.i;,/R S It iS G PL_
— Very Shallow Dark Surface (TF 12)
'Tvoe: C=Concentration. D=Depletion. RM=Reduced Matrix. MS=Masked Sand Grains.
2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic Hydric Solis':
_ Histosol (Al)
_'Dark Surface (87)
_ 2 cm Muck (Al 0) (MLRA 147)
_ Histic. Epipedon (A2)
_ Polyvalue Below Surface (S8) (MLRA 147, 146)
_ Coast Prairie Redox (A16)
_ Black Histic (A3)
_ Thin Dark Surface (S9) (MLRA 147,148)
(MLRA 147, 148)
_ Hydrogen Sulfide (A4)
--,Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Solis (F19)
_ Stratified Layers (A5)
_�/ Depleted Matrix (F3)
(MLRA 136, 147)
_ 2 cm Muck (A10) (LRR N)
_ Redox Dark Surface (F6)
— Very Shallow Dark Surface (TF 12)
_ Depleted Below Dark Surface (A11)
_ Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
Redox Depressions (F8)
_ Sandy Mucky Mineral (S1) (LRR N.
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 147, 146)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
_ Umbric Surface (F13) (MLRA 136, 122)
3Indicators of hydrophyuc vegetation and
_ Sandy Redox (S5)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
_ Stripped Matrix (S6)
_ Red Parent Material (F21) (MLRA 127, 147)
unless disturbed or problematic.
Type:
Depth (inches):
Hydric Soil Present? Yes " No
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: COMorr( City/County: CA"S Sampling Date:
ApplicantfOwner: C -65'L State: /i-_ Sampling Point_!! L (( LIQ
Investigator(s): i Uf+.r. Al 5tc it Section, Township, Range; ('GAro-
Landform (hillslope, terrace, etc.): f��li`)�ar-- Local relief (concave, convex, none): P4rw, Slope (%}:
Subregion (LRR or MLRA): Lot: Long: -9%k- ZUIN Datum: N +
r .,
Soil Map Unit Name: At -c lke-trriu. 4W1.. (M.- 171- 4 -*%X1 r( NWI classification: N,4
Are climatic I hydrologic conditions on the site typical for this time of year? Yes 1/ No (if no, explain in Remarks.)
Are Vegetation f to . Soil fir, , or Hydrology P— significantly disturbed? Are "Normal Circumstances" present? Yes _"/ No
Are Vegetation (1b , Soil AD or Hydrology 11G naturally problematic? (If needed, explain any answers In Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects~ important features, etc.
Hydrophytic Vegetation Present? Yes No � Is the Sampled Area
Hydric Soil Present? Yes No + within a Wetland? Yes No 1/
Wetland Hydrology Present? Yes No=
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required: check all that aoolV)
Surface Soil Cracks (136)
_ Surface Water (Al)
_ True Aquatic Plants (B 14)
_ Sparsely Vegetated Concave Surface (138)
_ High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
_ Drainage Patterns (B10)
_ Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (0)
_ Moss Trim Lines (B16)
_ Water Marks (131)
_ Presence of Reduced Iron (C4)
T Ory -Season Water Table (C2)
_ Sediment Deposits (B2)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
_ Drift Deposits (83)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or Crust (64)
_ Other (Explain in Remarks),
_ Stunted or Stressed Plants (D1)
_ Iron Deposits (85)
_ Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (B7)
_ Shallow Aquitard (D3)
_ Water -Stained Leaves (B9)
_ Microtopographic Relief (D4)
Aquatic Fauna (813)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
✓ Depth (inches):
Water Table Present? Yes No
✓ Depth (inches):
Saturation Present? Yes No
=Depth (inches):
Wetland Hydrology Present? Yes No /
includes ca illa fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Eastern Mountains and Piedmont- Version 2.0

VEGETATION (Four Strata) -- Use scientific names of plants.
Sampling Point: 14-1 UP
Absolute Dominant Indicator Dominance Test worksheet:
Tree Stratum (Plot size: 0 ML ) % Cover Species? Status
Number of Dominant Species
1._ 7-ka fU5 Uirr,i n. -Or -r- _ W4 That Are OBL, FACW, or FAC: (A)
3.
5.
6.
7.
LO = Total Cover
50% of total cover: i 1) 20% of total cover.
SaolinalShrubStratum (Plot size:
2.
3.
5.
7.
8.
9.
50% of total cover: b)
Herb Stratum (Plot size: X11 )
1. % rgW a1��57 r„w
J40 = Total Cover
20% of total cover: CL
zo Y ('C �1
Total Number of Dominant
Species Across All Strata: (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: �n (AJB)
Total % Cover of:
MUltiQIV bV:
OBL species
x 1'=
FACW species
x2=
FAC species
x 3 =
FACU species
x 4 =
UPL species
x 5 =
Column Totals:
(A) (B)
Prevalence Index = BJA =
_ 1 - Rapid Test for Hydrophytic Vegetation
2 - Dominance Test 4 X50%
_ 3 - Prevalence Index is 53.0'
_ 4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
_ Problematic Hydrophytic Vegetation' (Explain)
2.
3 'Indicators of hydnc soil and wetland hydrology must
be present, unless disturbed or problematic.
4fleflnrfinne of Rnur Vennfnfinn Cf -0-
6
Tree -Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
7
height.
8.
9•
SaplinglShrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft (1
10.
m) tall.
11.
= Total Cover
50% of total cover: 20% of total cover:
Woody Vine Stratum (Plot size- ';"Ml )
1, LIP rf?. ynfi,. ret 5 1_ TAC.
3
Herb - All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody vine - All woody vines greater than 3.28 ft in
4,
5 Hydrophytic
Vegetation /
Total Cover Present? Yes No V
50% of total cover: 5 20% of total cover: i
Remarks: (1
or on a separate sheet.)
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

SOIL
or confirm the absence
Sampling Point: VC—
Depth
Matrix
Indicators for Problematic Hydric Soils':
Redox Features
_ Dark Surface (Si)
(inches)
Color (moist)_
%
Color {mois t) Tvbe Loe
Texture _ Remarks
D-�
7.5IA (Ply
%0
MIA X13 40 k:-- , � �
5w
_ Stratified Layers (AS)
10Y& K-
(MLRA 136,147)
IG 3 -0 co
�OC+Ser ;frr )u,tr
it -f6
'7,
_ Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
_ Redox Depressions (F8)
_ Sandy Mucky Mineral (S1) (LRR N,
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 147,148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains. kocation: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils':
_ Histosol (Al)
_ Dark Surface (Si)
_ 2 cm Muck (A10) (MLRA 147)
_ Histic Epipedon (A2)
_ Polyvalue Below Surface (S8) (MLRA 147,148)
_ Coast prairie Redox (A16)
_ Black Histic (A3)
_ Thin park Surface (S9) (MLRA 147,148)
(MLRA 147,148)
_ Hydrogen Sulfide (A4)
_ Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Soils (F19)
_ Stratified Layers (AS)
_ Depleted Matrix (F3)
(MLRA 136,147)
_ 2 cm Muck (A10) (LRR N)
_ Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF12)
_ Depleted Below Dark Surface (A11)
_ Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
_ Redox Depressions (F8)
_ Sandy Mucky Mineral (S1) (LRR N,
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 147,148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
Umbric Surface (F13) (MLRA 136, 122)
'Indicators of hydrophytic vegetation and
_ Sandy Redox (SS)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
_ Stripped Matrix (S6)
_ Red Parent Material (F21) (MLRA 127,147)
unless disturbed or problematic.
Type:
Depth (inches):
Hydric Soil Present? Yes No J
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

NC DWO Stream Identification Form Version 4.11
Date: 3_r6 I�,
ProjectlSite:rU,rp!{(tai t 514Latitude:
-7)-.I_q q(0)
Evaluator: E, did r
County: (err
Longitude: ' 016%3_70
,�
1
2
Total Points:
Stream is at least Intermittent �� , '
Stream Determination (circle o
Other
if z 19 or perennial if t 30'
Ephemeral Intermittent erennial
a g. Quad Name:
A. Geomorphology Subtotal
Absent
Weak
Moderate
Strong
1' Continuity of channel bed and bank
0
1
2
3
2 Sinuosity of channel along thalweg
0
1
2
3
3. In -channel structure ex riffle -pool, step -pool,
n le- ool sequence
0
O1
2
3
4 Particle size of stream substrate
0
1
2
3
5. Activelrelict floodplain
0
1
2
3
6. Depositional bars or benches
0
1
2
3
7 Recent alluvial deposits
0
1
2
3
8 Headcuts
0
1
2
3
9, Grade control
0
.5
1
1.5
10. Natural valley
0
0.5F-1-7-1.5
11 Second or greater order channel
No = 0
Yes = 3
armiciai oncnes are not rates, see aiscussions in manual
B. Hvdroloav (Subtotal =
12. Presence of Baseflow
0
1
2
3
13. Iron oxidizing bacteria
0
1
2
3
14 Leaf Inter
1,5
1
0.5
0
15 Sediment on plants or debris
0
0-5
1
1 5
16 Organic debris lines or piles
0
1 0.5 1
1
1.5
17 Soil -based evidence of high water table?
0,5 1
No = 0 1
25. Algae
Tes '-73)
G. ti10109V (Subtotal = / )
18 Fibrous roots in streambed
Q2
2 1
0
19- Rooted upland plants in streambed
3
2 1
0
20 Macrobenthos (note diversity and abundance)
1 2
3
21 Aquatic Mollusks
0
1 2
3
22 Fish
0
0.5 1
1.5
23. Crayfish
0.
0,5 1
1.5
24 Amphibians
0,5 1
15
25. Algae
0
0.5 1
15
26 Wetland plants in streambed
FACW = 0.75: OBL =1.5—(Other = 0
'perennial streams may also be identified using other methods. See p 35 of manual
Notes: 6�in .IIA- UVAfi ul
t V
v
Sketch: P,
�1 t
y
I
Bank Height (ft):
eank(ull width (ft):Z'3
water depth (in): "/
Channel substrate - Clay, Silt, Sand, Gravel, Cobbl Bedrock
Velocity— t, moderate slow
Clarityclear, lightly turbid, turbid

NC DWO Stream Identification Form Version 4.11
Date: - I - I (,
ProjectlSite:(orr",tl
f r.-�d:c
Latitude: 3� `iZ4S'S(P
'
Evaluator. f�
County: (,. 1
1k3
Longitude:
Total Points:
Stream is at feast intermUtent �� ��
Stream Determination jcir e o
Ephemeral Intermittent erennlal
Other
e g Quad Name:
if z 19 orperennial if t 30'
2 Sinuosity of channel along thalweg
'0
A. Geornor holo Subtotal= IS
Absent
Weak
Moderate
Strong
1' Continuity of channel bed and bank
0
1
2
3
2 Sinuosity of channel along thalweg
'0
1
2
3
3 In -channel structure. ex. riffle -pool. step -pool,
ripple -pool sequence
0
1
D;
f�
3
4 Particle size of stream substrate
0
1
1
3
5. Active/relict floodplain
0
1
2
3
6 Depositional bars or benches
0
1
3
7 Recent alluvial deposits
0
1
2
3
8 Headcuts
co
1
2
3
9 Grade control
0
0.5
1
1,5
10 Natural valley
0
05
1.5
11 Second or greater order channel
No = 0
Yes = 3
"artificial ditches are not rated. see discussions in manual
B. Hvdroloav (Subtotal= 10-r, 1
12 Presence of Basedow
6
1
.2
3
13 Iron oxidizing bacteria
0
1
2
3
14. Leaf litter
1.5
1
0.5
0
15 Sediment on plants or debris
0
0.5
1)
15
16 Organic debris lines or piles
0
05
r 1
1.5
17 Soil -based evidence of high water table?
05 1
No = 0
C Ye = 3
0
C. Bioloov (Subtotal = to 1
18 Fibrous roots in streambed
3
2 1
0
19. Rooted upland plants In streambed
W
2 1
0
20. Macrobenthos (note diversity and abundance)
0
1 2
3
21. Aquatic Mollusks
1 2
3
22. Fish
0
0.5 1
1.5
23. Crayfish
0 1
05 1
15
24 Amphibians
0
05 1
1.5
25. Algae
0
0.5 1
1.
26 Wetland plants in streambed
FACW = 0 75; OBL = 1.5 Oth=__0
'perennial streams may also be identified using other methods See p. 35 of manual.
Notes:
Sketch:
'
r
Bank Height (ft): 3-7
Bankfull width (ft): Z -(o
Water depth (in):Lr - ;�4
Channel substrate Cla Silt, San , Gravel, Cobble, edrock
Velocit�moderate slow
Clarity clear, lightly turbid, turbid

NC DWO Stream Identification Form Version 4.11
Date: t
�- Itp _ (�
Project/Site: isn"r`t
Pro 1
Latitude: �y , Ll
Latitude: Z7517
Evaluator: N
County: Cr�C`Cr,-15
Longitude:
Total Points:
Stream is of feast intermittent
✓
Stream Determination (ci one
Ephemeral Intermittent Perennial
Other
e.g. Quad Name;
if 2:19 or erennraf it k 30'
2 Sinuosity of channel along thalweg
0
[T
A. Georno holo (Subtotal= 1:5
Absent
Weak
Moderate
Strong
1' Continuity of channel bed and bank
0
1
2
3
2 Sinuosity of channel along thalweg
0
cii
2
3
3. In -channel structure: ex, riffle -pool, step -pool,
ripple -pool se uence
0
1
(2)
3
4. Particle size of stream substrate
0
No = 0
2
3
5 Active/relict noodplain
0
1 5
2
3
6 Depositional bars or benches
0
1
2
3
7 Recent alluvial deposits
0
2
3
8 Headcuts
0
1
2
3
9 Grade control
0
0.5
1
is
10. Natural valley
0
0.5
1
15
11 Second or greater order channelNo
= o
Yes = 3
artmuai ancnes are not rated: see discussions in manual,
B. Hvdroloav (Subtotal = q 1
12. Presence of Baseflow
0
1
2 3
13. Iron oxidizing bacteria
0
1
2 3
14. Leaf Inter
C1 5
1
05 0
15, Sediment on plants or debris
0
0.
1 1.5
16. Organic debris lines or piles
0
05
1.5
17 Soil -based evidence of high water table?
0
No = 0
Yes = 3
U IJI0100V (Subtotal =
18 Fibrous roots in streambed
2 1
0
19. Rooted upland plants in streambed
735-
2 1
0
20 Macrobenthos (note diversity and abundance)
0
1 2
3
21 Aquatic Mollusks
0
1 2
3
22 Fish
0.5 1
1.5
23. Crayfish
0
0.5 1
1.5
24. Amphibians
0)
0.5 1
1 5
25. Algae
0
05 1
15
26. Wetland plants in streambed
FACW = 0 75: OBL =1.5 Other = 0
'perennial streams may also be identified using other methods. See p 35 of manual,
Notes
Sketch:
'
_
Bank Height (ft): y
Bankfull width (ft)l r
Water depth (In): Z y
Channel substrate Clay,'I'SaGravel, Cobble, Bedrock
Velocity—fast, moderate, w
Clarity clear, lightly turbid, turbid

NC DWO Stream Identification Form Version 4.11
Date: _ f _
Project/Site: rc'Zonl {
au,,,,,L hAr
Latitude: , yz75t'IS
Evaluator: je
County: (
Longitude:�Gi3p
n
1
2
Total Points:
Stream is at least intermittent
Stream Det nation circle one)
Other
if a 19 orperennial if 2:30 ' ��
Ephemeral Interm ent Perennial
e.g quad Name:
A. Geomorphology Subtotal = S )
Absent
Weak
Moderate
Strong
1° Continuity of channel bed and bank
0
1
2
CV
2. Sinuosity of channel along thalweg
0
1
2
3
3. In -channel structure- ex riffle -pool, step -pool,
ripple -pool sequence
0
%1�j
�v
2
3
4. Particle size of stream substrate
0
1
2
3
5. Activelrelict floodplain
0
CV
2
3
6 Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
01
2
3
8 Headcuts
0
2
3
9. Grade control
0.5
1
1.5
10 Natural valley
1 0
0.5
1
1.5
11 Second or greater order channel
i
No = 0
Yes = 3
"artificial ditches are not rated; see discussions in manual
B. Hvdroloov (Subtotal = 7 1
12. Presence of Baseflow
0t3
2 1
2
3
13 Iron oxidizing bacteria
0
1
2
3
14 Leaf litter
1.5
1)
0.5
0
15 Sediment on plants or debris
0
0.5
1
1.5
16 Organic debris lines or piles
0
—W-573--1
1-5
1.5
17 Soil -based evidence of high water table?
0.5 1
No = 0
Yes = 3
0
C. Bioloav (Subtotal = (4.5 1
18 Fibrous roots in streambed
3)
2 1
0
19 Rooted upland plants in streambed
3
2 1
0
20 Macrobenthos (note diversity and abundance)
1 2
3
21 Aquatic Mollusks
CO)
1 2
3
22. Fish
0
05 1
1.5
23 Crayfish
0
05 1
1-5
24 Amphibians
1-W,
0.5 1
15
25 Algae
0
0.5 1
1.5
26 Wetland plants in streambed
FAC = 0.75: OBL =1.5 Other= 0
'perennial streams may also be identified using other methods See p 35 of manual
Notes:
Sketch: � , ;
r 1f
t'
f� A
�-- ---r
Bank Height (h):3- 1-1
Bankfull width (ft):2r3
Water depth (in):2 t.(
ravel, Cobble, Bedrock
Channel substrate C�sow
Velocity—fast, mode
Clarity ctr, lightly turbid, turbid

NC DWQ Stream Identification Form Version 4.11
Date:3_I�"!�
ProjecUSite. '' "�i r 5G
Latitude:
Evaluator: E.
County: C"' rW"
Longitude:
Total Points: `'
Stream
Scream is at least intermittent ���• S
Stream Determination (circle one
Other
11"19 of erleast ite 30'
Ephemeral Intermittent erennial
a g. Quad Name:
A. Geomorphology Subtotal =
Absent
Weak
Moderate
Strong
1' Continuity of channel bed and bank
0
1
2
3
2 Sinuosity of channel along thalweg
0
1
0.5
3
3. In -channel structure ex. riffle -pool, step -pool,
n le- ool sequence
0
0.
2
3
4. Particle size of stream substrate
0
1
2
3
5. Activelrellct floodplain
0
1
2
3
6. Depositional bars or benches
0
1
3
7. Recent alluvial deposits
0
1
2
3
8 Headcuts
CO)1
2
3
9 Grade control
0
0.5
1
1.5
10 Natural valley
0
1
15
11 Second or greater order channel
No = 0
Yes = 3
artinaai attcnes are not rated: see atscussions In manual
B. Hvdroloav (Subtotal =
12. Presence of Baseflow
0
1
2
3
13. Iron oxidizing bacteria
0
1
2
3
14. Leaf fitter
1
1
0.5
0
15 Sediment on plants or debris
0
0.
1
1.5
16 Organic debris lines or piles
1 0
0.5
1
1.5
17. Soil -based evidence of high water table?
0.5 1
No = 0
es =
0
Loll RLlr•I411rM6f9761F1E
18. Fibrous roots in streambed
3
2 1
0
19, Rooted upland plants in streambed
3
2 1
0
20 Macrobenthos (note diversity and abundance)
0
1 2
3
21 Aquatic Mollusks
0
1 2
3
22 Fish
0
0.5 i
1,5
23 Crayfish0
0.5 1
1.5
24. Amphibians
0
0.5 1
1.5
25 Algae
0
0.5 1
15
26 Wetland plants in streambed
FACW = 0.75, OBL = 1 5 eher = 0
'perennial streams tray also be identified using other methods. See p 35 of manual.
Notes: Cu,.
Sketch:
I
{ y j�
—�
Bank Height (ft):�7��
Bankfull width (ft):2- `
water depth (in): +L•I —1
Channel substrate Cla , Silt, Sand, Gravel
Velocity—fast, moderate slo
Clarity clear, Ilghtlyturbid,turbid
obble, Bedrock

NC DWO Stream Identification Fortin Version 4.11
Date: ?j-1 H ` l(Q
Project/Site: Ca�"x-p( ,k St
Latitude: �s' H
Evaluator: f'v��uh
County: (c �
Longitude: _$0 (,4q0('j
Total Points:
Stream Is at least intermittent Z
Stream DetecgatlntL[circle one)
Ephemeral Intermittent Perennial
Other
Quad Name:
it z 19 19 or i1?
if z 3030''
2, Sinuosity of channel along thalweg
e g
A. Geomorphology (Subtotal= $
Absent
Weak
Moderate
Strong
1' Continuity of channel bed and bank
0
1
2
3
2, Sinuosity of channel along thalweg
0
15 Sediment on plants or debris
2
3
3 In -channel structure: ex. riffle -pool, step -pool.
ripple -pool sequence
0
0 (Q.V
2
3
4 Particle size o1 stream substrate
0
1
2
3
5 Activelrelict floodplain
1
2
3
6 Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
1
2
3
8 Headcuts
0
1
2
3
9 Grade control
(02
0.5
1
1.5
10 Natural valley
0
0,5
1
15
11 Second or greater order channel
K 7fi)
Yes= 3
�`
5 f
�(
�I:
"artificial ditches are not rated: see discussions In manual
B. Hvdroloov (Subtotal= -76 l
12 Presence of Baseflow
0 1
2
3
13 Iron oxidizing bacteria
0 1
2
3
14 Leaf litter
1-5V 1
0.5
0
15 Sediment on plants or debris
0 0.5
1
1.5
16 Organic debris lines or piles
0 (Q.V
1
1 15
17 Soil -based evidence of high water table?
No = 0
iZtQ
= 3
C. Biolow (Subtotal= 5.5 )
18 Fibrous roots in streambed
3
2 1
0
19. Rooted upland plants in streambed
3
2 1
0
20 Macrobenthos (note diversity and abundance)
0
1 2
3
21 Aquatic Mollusks
1 2
3
22 Fish
0.5 1
1,5
23. Crayfish
60
0.5 1
is
24 Amphibians
0
0.5 1
1,5
25 Algae
0
1
1.5
26. Wetland plants in streambed
FACW = 0.75, OBL = 1.5 Other - 0
'perennial streams may also be identified using other methods See p 35 of manual
Notes:
Sketch; t. ,
�`
5 f
�(
�I:
Bank Height (ft): i -y
Bankfull width (ft): t
Water depth (in)- U-1 ?-
Channel substrateClaSil and ravel, Cobble, Bedrock
Velocity -fast, moderate low
Clarity -clear, ightlyturbid turbid

A r"g- off
/\
Preliminary Site Design Report
For
Class A Speculative Building
An Office Development in
International Business Park
4540 Fortune Ave. NW
Cabarrus County
Concord, North Carolina
CESI PROJECT NO. 160104.000
Date: May 26, 2016
Owner's Name: 4540 Fortune Ave, LLC
PO Box 268
Concord, NC 28026
Preparer's Name: David F. Reese, PE
CESI, Inc.
NCBELS Corporate License Number C-0263
Land Development Services
PO Box 268
Concord, NC 28026-0268
P.704.786.5404
F.704-786.7454
M.704.657.4180
[e-mail]

Storm Water Report Table of Contents
Storm Water Narrative
Summary of Detention Flows
Site Development and Erosion Control Sequence
Water Quality and Detention Design
Wet Detention Pond
Water Quality Design
Buoyancy Calculation for Outlet Structure
NCDENR Supplemental
NCDENR Initial O&M
Routings - Numeric
Supporting Information
Partial Quadrangle Map 1998
Partial Quadrangle Map 2013
Soil Map
Hydrologic Soil Map
Wetland and Jurisdictional Report

t
f
l 1 .
-
•
Storm water
NarratiV2
��
�;�"i•
• _�—
r ,,a l Viz. „• i�
r
' -
Ili` i-�f•�,"Ic�i _ r
., ',�.•� - -
.N r •
n
- • 1
I
,y.
r
' , '
''
� "• •
-
it
.�
J
,

160104.000 Class A Speculative Building
4540 Fortune Ave. NW, Concord, NC
Stormwater Narrative
The existing site consists of approximately 40 acres of which 30 acres is being divided for development.
Approximately 12.6 acres will be disturbed. There are jurisdictional wetlands and stream which will be
impacted due to the development of this site. The site is currently a part of drainage shed which extends
west to International Drive, due the location and perennial stream which cuts through the site from the
NNW to the SSE approximately 2/3 to the east of the site, only a portion of the site is being developed
and the remaining site east of the perennial stream noted is being left in its natural state. Impacts to the
stream consist of approximately 186 feet of which he majority is to an intermittent stream, only a small
portion of a perennial tributary to the prior noted stream is being impacted. A small pocket wetland is
also being impacted to the south of the tributary noted, which consists of approximately 0.13 acres.
Due to the large amount of stormwater shed entering the site we have designed two main system to
convey the offsite stormwater around the development and exited these to the prior noted north to
south running stream. We have designed a wet detention pond to treat the remaining developed
watershed and associated proposed impervious areas. While we looked at several options for treatment
given the required River Stream Overlay Buffers and trying to minimize the stream impacts we did not
have the area required to design a stormwater wetland which would have been preferable given the
impact to the wetland proposed. We cut the proposed wet detention pond into the grade which should
ensure the pond remain wet and that it meets the natural area immediately below it with minimal
intrusion. A very low dam will be required as result.

Summary of Detention Flows

Detention Summary
Predevelopment Combined
Offsite Bypass North
Offsite Bypass South
Offsite no Bypass/no Pond
Pond
Total Post Development Routed
Difference
Stage
1 Yr
2 yr
10 yr
50 yr
100 yr
4.987
10.800
32.990
62.330
77.420
0.074
0.212
0.902
1.970
2.546
3.396
6.723
18.620
33.680
27.800
0.563
1.372
4.556
8.755
19.100
0.250
0.486
10.790
47.040
54.580
4.113
8.274
32.620
81.960
99.480
0.874
2.526
0.370
-19.630
-22.060
660.250
660.770
661.190
661.840
662.160

Construction Sequence

Construction Sequence
1. Acquire Grading Permit from the City of Concord and Erosion Control Permit from NC DEQ
DEMLR.
2. Hold preconstruction conference to discuss sequence and required work. Contractor responsible
for calling meeting along with associated governing agencies, design personnel, and
subcontractors.
3. Survey required offsite drainage routing drainage, skimmer basin, existing wetlands and
jurisdictional streams, construction entrance. Have underground locations completed prior to
completing work at Cul-de-sac and the remaining portion of the site.
4. Depending on timing of proposed impacts to jurisdictional wetlands and streams follow phasing
plan for clearing limiting these areas to no impact until final permitting is acquired. Install
temporary measure to limits water entering these areas.
5. Clear for the respective staked areas and install the required skimmer pond (seeding dams and
associated drainage) and offsite drainage routes, seed and complete all aspects of the offsite
drainage routes including the ditch to the north of the sewer line and the storm drainage system
from the outlet at the cul-de-sac east along the southern edge of proposed parking.
6. Clear areas for entrance road, building, and other areas outside jurisdictional impacts.
7. Start waterline (fire and domestic water) construction and building foundation construction.
8. Inspect, as built, and certify the fire line installation to one foot AFF. Bring Hydrants online prior
to vertical construction. Maybe a partial certification.
9. Install sewer line lateral from building to existing sewer.
10. Obtain permits to impact existing jurisdictional wetlands and streams.
11. Finish clearing for entire project site, reset perimeter erosion control measures as required.
12. Grade and install required storm drainage to convey storm water to skimmer pond. Provide
catch basin protection as required.
13. Complete soil amendments in the parking and road areas as determined by the geotechnical
engineer.
14. Complete required water line installation if partial to date. Inspect, as built and certify remaining
water line installation.
15. Complete parking and road curb and gutter, stone base.
16. Complete building construction and ancillary construction
17. Tie in all roof drains
18. Complete sidewalks
19. Complete Landscaping and seed remaining disturbed area.
20. Complete asphalt and concrete paving as required
21. Complete Striping of parking lot.
22. Wash down all surfaces.
23. At this juncture if a building CO is required, bonding of the final stormwater management maybe
required.
24. Call for inspection of site for any remaining disturbed area, repair and complete as required.
25. When site has been stabilized, hold a pre pond conversion conference.
26. Remove sediment and regrade wet detention pond to the grades shown, install the sediment
fore bay weir and littoral shelf.
27. As built pond and outlet device and check for require storage and flow.

28. Upon engineer's approval of the pond dimensions, complete final planting for the wet detention
pond and any final seeding.
29. Complete the final pond certification and required legal documents.

Wet Detention Pond 1
Water'Quality Calculation
• _ iv _ - _ it _ _

Wet Detention Pond BMP Design (NCDENR)
Date
Project Number
Project
%TSS Requirement
Drainage Area
Impervious Area
Impervious %
Estimated Avg. Depth
SA/DA Ratio
SA Required
SA Required
SA Provided
SA Provided
Pool Depth Provided
5/16/2016
160104.000
Class A Spec
90%
12.47 ac
8.31 ac
67%
4 f
3.13 %
0.39 ac
17013 sf
18,726.00 sf
0.43 ac
6.00 ft
Double Interpolated SA/DA Ratio
Im %
Pool Depth ft
3.50 4.00
4.50
60%
3.20
2.80
2.70
67%
3.53
3.13
2.97
70%
3.70
3.30
3.10
Table 10-3
Rv = 0.05 + 0.9 *IA SIMPLE METHOD PER NCDENR BMP MANUAL SECTION 3.3.1
Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
Impervious fraction [impervious portion of drainage area
IA = (ac)/drainage area (ac)], unitless
**V = Volume of runoff that must be controlled for the design storm (ft)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
WQv = 3630 * RD * Rv * A
Rv 0.71 (1 inch)
WQv 32,139 (1 inch)

Permament Pool
ABS 17142.00 sf
APP 18726.00 sf
ABP 9438.00 sf
Depth= 6.00 ft
Calc Avg. Depth 5.13 Must be greater than Estimated
Vnlume ralrulatinn
Stage
Area
Inc. Vol.
Acc Vol.
653
9438.00
0.00
0.00
654
10711.00
10074.50
10074.50
655
12041.00
11376.00
21450.50
656
13428.00
12734.50
34185.00
657
14871.00
14149.50
48334.50
658
16371.00
15621.00
63955.50
659
18726.00
17548.50
81504.00
660
21209.00
19967.50
101471.50
661
22935.00
22072.00
123543.50
662
24717.00
23826.00
147369.50
663
26556.00
25636.50
173006.00
663.25
26868.00
6678.00
179684.00
Temporary Pool Volume
Vnlume ralrulatinn
Stage
Area
Inc. Vol.
Acc Vol.
659
18726.00
17548.50
0.00
660
21209.00
19967.50
19967.50
661
22935.00
22072.00
42039.50
662
24717.00
23826.00
65865.50
663
26556.00
25636.50
91502.00
663.25
26868.00
6678.00
98180.00
660.6
22244.60
0.00
98180.00
660.7
22417.20
0.001
98180.00
660.8
22589.80
2250.35
98180.00
Assumed Stage Interval for Treatment of WQv 660.0
Interpolate 0.10 area between even stages at WQv stage
Vnliimex rnlridntinn
Stage
Area
Inc. Vol.
Acc Vol.
660.0
21209.00
0.00
19967.50
660.1
21381.60
2129.53
22097.03
660.2
21554.20
2146.79
24243.82
660.3
21726.80
2164.05
26407.87
660.4
21899.40
2181.31
28589.18
660.5
22072.00
2198.57
30787.75
660.6
22244.60
2215.83
33003.58
660.7
22417.20
2233.09
35236.67
660.8
22589.80
2250.35
37487.02
660.9
22762.40
2267.61
39754.63
661.0
22935.00
2284.87
42039.50
Bottom (not Sediment)
tp
Top of Dam (allow 1 ft FB)
Lower WQv stage
r-�
Higher WQv Stage

Calc WQV Stage 660.6
Calculate Orifice Size
Treatment Vol
32,139
CF
32,139
Draw Down Time
2
DAYS
5
Draw Down Time
172,800
sec
432,000
Flow (Q)
0.186
CFS
0.074
Cd
0.6
0.6
H/3
0.533
ft
0.533
Area of orifice
0.053
sf
0.021
Dia.
3.11
in
1.97
Orifice:
<— Plate Hole:
Center Offset:
3
1 3/16
15/16
0.91

Buoyancy Calculation for Outlet Structure

Class A Spec Idg
CESI Land Development Services
P.O. Box 268
Concord, NC 28026
JOB NO.: 160104 BY: dfr
DATE: 5124/2016 P.M: dfr
REVISED: dfr
FLOATATION CALCULATIONS
Calculations Given Data
Standard Footing Assumptions
Density of Concrete 150 Ibs/ft"3
1. Footing base to be 1 ft. wider than structure
on all sides.
2. Footing depth to be a minimum of 24 inches in depth.
Density of Water 62.4 Ibslft"3
Safety Factor S.F. 1.25
Outlet Structure Weight, W(s) = (w+2t)^2*h-w^2*(h-t) x
Displaced Water Weight, W(w) = (w + 2t)^2 x D(w) x h
Required Base Weight, W(b) = (W(w) x S.F.) - W(s)
Required Footing Volume, V(f) = W(b) / Dc-Dw
where, w = outlet box inside dimension, ft.
t = structure wall thickness, ft.
h = height of structure, ft.
D(c)= density of concrete, Ibslft^3
D(w)= density of water, Ibslft^3
S.F.= safety factor
WDP i tet tructure
Structure Dimensions
Object Weights
Height of structure, h =
9 ft.
Outlet Structure Weight, W(s) =
16725 lbs
Structure wall thickness, t =
6 in.
Displaced Water Weight, W(w) =
20217.6 lbs
Outlet box inside dimension, w =
5 ft.
Re 'd Base Weight, W(b) =
8547 lbs
FootingSize
Required Footing Volume, V(fr) =
98 cf
Standard Footing Length, L =
8.00 ft.
Provided Footing Volume, V(fp) =
128 cf
Standard Footing Width, W =
8.00 ft.
Footing Check
okaly
Minimum Footing Depth, D =
2.00 ft.
Footing Size to be used.
Length =
Width =
Depth =
8.00 ft.
8.00 ft. WDP Outlet Structure
2.00 ft.

NCDENR-Supplemental:
= = L
=
•LL l • __
rF ��II

Permit No
(to be provided by DWQ)
RWA O�O� W A T�c9OG
WDENRO �
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
ft3
Project name
Class A Specultaive Building Lots 788 IBP
Contact person
David F. Reese PE
Phone number
704-6574180
Date
5/24/2016
Drainage area number
Pond - DA4
II. DESIGN INFORMATION
(Y or N)
Site Characteristics
in
Drainage area
543,192 fe
Impervious area, post -development
361,984 ft2
% impervious
66.64%
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
0.25 ft3/sec
Minimum volume required
32,139 ft3
Volume provided
33,004 ft3
Temporary pool elevation
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre -development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
ft3
Volume provided
ft3
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr stone peak flow required?
(Y or N)
1 -yr, 24 -hr rainfall depth
in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity- 1 -yr, 24 -hr storm
inthr
Pre -development 1 -yr, 24 -hr peak flow
0.50 ft3/sec
Post -development 1 -yr, 24 -hr peak flow
0.25 ft3/sec
Pre/Post 1 -yr, 24 -hr peak flow control
-0.25 ft3/sec
Elevations
Temporary pool elevation
660.60 imsl
Permanent pool elevation
659 00 imsl
SHWT elevation (approx. at the pens. pool elevation)
659.00 fmsl
Top of 1 Oft vegetated shelf elevation
659.50 fmsl
Bottom of 1 Oft vegetated shelf elevation
658.50 fmsl
Sediment cleanout, top elevation (bottom of pond)
653.00 fmsl
Sediment cleanout, bottom elevation
652.00 imsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
n (Y or N)
Elevation of the top of the additional volume
fmsl
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & It. Design Summary, Page 1 of 2

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Apem_p d
Area, bottom of 1 Oft vegetated shelf, Ab,t a i
Area, sediment cleanout, top elevation (bottom of pond), Ab,L_Md
Volumes
Volume, temporary pool
Volume, permanent pool, V�,,,p,d
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table).
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, V,,,,,„i
Area provided, permanent pool, Ace,,,,_„i
Average depth calculated
Average depth used in SAIDA, d,,,, (Round to nearest 0.511)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A�,,pw
Area, bottom of 1 Oft vegetated shelf, kt ,h u
Area, sediment cleanout, top elevation (bottom of pond), Ab,t- ,nd
Permit No.
Ito be provided by oWQ)
22,245 112
17,002 ftp
3.13 (unitless)
18,726 ft OK
17,142, fe
9,438 fe
33,004 ft3 Insufficient. Volume does not agree with data previously entered.
81,504 ft3
16,301 ft3
20.0%% - OK
90%
n (Y or N)
y (Y or N)
3.13 (unidess)
(Y or N)
81,504 ft?
18,726 if -
(Y or N)
18,726112
17,142 ft2
9,438 fe
Need 3 It min.
'Depth' (distance blw bottom of 1Oft shelf and top of sediment) 5.50 It
Average depth calculated 5.13 ft OK
Average depth used in SAIDA, d.„ (Round to down to nearest 0.58) 4.0 ft Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice?
Diameter of onfice (d circular)
Area of office (d -non -circular)
Coefficient of discharge (Cu)
Dnving head (H,)
Drawdown through weir?
Weir type
Coefficient of discharge (Cr,)
Length of weir (L)
Driving head (H)
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is.
Form SW401-Wet Detention Basin -Rev 9-4/18/12
y (Y or N)
3.00 in
int
0.60 (unifless)
053ft
(Y or N)
(unidess)
(unidess)
It
It
0.50 f3/sec
0.25 ft3lsec
0.19 fe/sec
2 00 days OK, draws down in 2-5 days.
3 :1
OK
6 1
Insufficient shelf slope.
6.0 It
Insufficient shelf length.
3 1
OK
2A :1
OK
y (Y or N)
OK,
To ft
OK
n (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
GV and mobile pump
I
Parts I. & II Design Summary, Page�2 of 2

NCDENR Initial O & M

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will 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 removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not
This system (check one):
❑ does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
FVeg'etation is too short or too
Maintain vegetation at a height of
.
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 653 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 653 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 659
Sediment Removal . 653 Pe anen Pool
-------------- - Volume Sediment Removal Elevation 653 Volume
Bottom Elevatio 652 -ft Min.
�Wn
Sediment Bottom Elevation 6521 -ft
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name
BMP drainage area number:
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
4.443
2
740
34,642
PRE DA 1
2
SCS Runoff
0.615
2
730
4,239
—
—
—
PRE DA 2
3
Combine
4.987
2
738
38,881
1,2
PRE OUTFALL
5
SCS Runoff
0.563
2
728
3,429
POST DA -1 OFFSITE
6
SCS Runoff
0.074
2
774
1,228
POST DA -2 BYPASS NORTH
7
SCS Runoff
3.396
2
734
20,561
—
—
—
POST DA -3 BYPASS SOUTH
8
SCS Runoff
17.80
2
718
35,878
—
—
—
POST DA -4 TO POND
10
Reservoir
0.250
2
1330
34,903
8
660.25
25,452
RESERVOIR
12
Combine
4.113
2
734
60,121
5, 6, 7,
POST OUTFALL
10,
WPD-1 ROUTING final dfr.gpw
Return Period: 1 Year
Tuesday, 05 / 24 / 2016

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2016 by Autodesk, Inc. A 1
Hyd. No. 1
Time -- Outflow
(min
PRE DA 1
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 26.880 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.90 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
712
0.070
1072
0.512
1432
0.333
732
3.626
1092
0.495
1452
0.287
752
3.957
1112
0.477
1472
0.098
772
2.037
1132
0.458
... End
792
1.461
1152
0.439
812
1.220
1172
0.419
832
1.057
1192
0.399
852
0.927
1212
0.379
872
0.839
1232
0.366
892
0.791
1252
0.361
912
0.751
1272
0.358
932
0.708
1292
0.355
952
0.662
1312
0.352
972
0.615
1332
0.349
992
0.579
1352
0.346
1012
0.560
1372
0.343
1032
0.545
1392
0.340
1052
0.529
1412
0.337
2
Tuesday, 05 / 24 / 2016
= 4.443 cfs
= 740 min
= 34,642 cult
= 62.000
= Oft
= 34.4 min
= Type II
= 484
( Printed values - 100% of Op Print interval =10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 1
Hyd. No. 2
Time -- Outflow
(min
PRE DA 2
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.850 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.90 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
3
Tuesday, 05 / 24 / 2016
= 0.615 cfs
= 730 min
= 4,239 cuft
= 60.000
= Oft
= 21.2 min
= Type II
= 484
( Printed values >=1 00°rt of Op Print interval = 10)
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
712
0.006
1072
0.066
1432
0.044
732
0.615
1092
0.064
1452
0.030
752
0.311
1112
0.061
... End
772
0.202
1132
0.059
792
0.166
1152
0.056
812
0.144
1172
0.054
832
0.126
1192
0.051
852
0.111,
1212
0.049
872
0.104
1232
0.048
892
0.099
1252
0.047
912
0.094
1272
0.047
932
0.089
1292
0.047
952
0.083
1312
0.046
972
0.077
1332
0.046
992
0.074
1352
0.046
1012
0.072
1372
0.045
1032
0.070
1392
0.045
1052
0.068
1412
0.044

Hydrograph
Report
Hyd. 2 =
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 3
(cfs)
720
1.117
PRE OUTFALL
1.358
740
4.443 <<
Hydrograph type
= Combine
Peak discharge
= 4.987 cfs
Storm frequency
= 1 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 38,881 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 30.730 ac
Hydrograph Discharge Table
( Printed values - 100% of Qp Print interval= 10)
Time
Hyd. 1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
720
1.117
0.241
1.358
740
4.443 <<
0.535
4.977
760
3.294
0.250
3.544
780
1.725
0.184
1.909
800
1.345
0.156
1.500
820
1.150
0.136
1.286
840
1.002
0.120
1.122
860
0.885
0.107
0.992
880
0.816
0.102
0.919
900
0.775
0.097
0.873
920
0.734
0.092
0.826
940
0.690
0.086
0.777
960
0.643
0.080
0.723
980
0.598
0.075
0.673
1000
0.571
0.073
0.644
1020
0.554
0.071
0.626
1040
0.539
0.069
0.608
1060
0.522
0.067
0.590
1080
0.505
0.065
0.570
1100
0.488
0.063
0.551
1120
0.470
0.060
0.530
Continues on next page..

PRE OUTFALL
Hydrograph Discharge Table
Time
Hyd. 1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
1140
0.451
0.058
0.509
1160
0.431
0.055
0.487
1180
0.411
0.053
0.464
1200
0.391
0.050
0.441
1220
0.372
0.048
0.420
1240
0.363
0.048
0.411
1260
0.360
0.047
0.407
1280
0.357
0.047
0.404
1300
0.354
0.047
0.401
1320
0.351
0.046
0.397
1340
0.348
0.046
0.394
1360
0.345
0.045
0.390
1380
0.342
0.045
0.387
1400
0.339
0.045
0.383
1420
0.335
0.044
0.379
1440
0.332
0.044
0.376
1460
0.216
0.014
0.230
...End

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2016 by Autodesk, Inc. v11
Hyd. No. 5
(min
cfs)
POST DA -1 OFFSITE
cfs)
712
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.170 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.90 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
712
0.007
1072
0.053
732
0.534
1092
0.051
752
0.227
1112
0.049
772
0.157
1132
0.047
792
0.131
1152
0.045
812
0.114
1172
0.043
832
0.100
1192
0.041
852
0.089
1212
0.039
872
0.084
1232
0.039
892
0.080
1252
0.038
912
0.076
1272
0.038
932
0.071
1292
0.038
952
0.066
1312
0.037
972
0.062
1332
0.037
992
0.060
1352
0.037
1012
0.058
1372
0.037
1032
0.056
1392
0.036
1052
0.055
1412
0.036
Time -- Outflow
(min cfs)
1432 0.035
1452 0.020
wTl
6
Tuesday, 05 / 24 / 2016
= 0.563 cfs
= 728 min
= 3,429 cult
= 60.000
= Oft
= 19.1 min
= Type II
= 484
( Printed values >= 100% of Qp Pnnt interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MOD 2016 by Autodesk, Inc. v11
Hyd. No. 6
(min
cfs)
POST DA -2 BYPASS
NORTH
718
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.780 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.90 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
718
0.002
1078
0.023
738
0.032
1098
0.022
758
0.068
1118
0.021
778
0.074
1138
0.021
798
0.063
1158
0.020
818
0.050
1178
0.019
838
0.044
1198
0.018
858
0.039
1218
0.018
878
0.036
1238
0.017
898
0.033
1258
0.017
918
0.032
1278
0.016
938
0.030
1298
0.016
958
0.029
1318
0.016
978
0.027
1338
0.016
998
0.026
1358
0.016
1018
0.025
1378
0.016
1038
0.024
1398
0.016
1058
0.023
1418
0.016
Time -- Outflow
(min
cfs)
1438
0.016
1458
0.014
1478
0.008
1498
0.003
.End
7
Tuesday, 05/24/2016
= 0.074 cfs
= 774 min
= 1,228 cuft
= 56.000
= Oft
= 54.3 min
= Type II
= 484
( Printed values >= 100% of op Print interval = 10)

Hydrograph
Report
Time --Outflow
Time --
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05'/
24 / 2016
Hyd. No. 7
710
0.044
1070
0.285
POST DA -3 BYPASS SOUTH
3.133
1090
0.275
Hydrograph type
= SCS Runoff
Peak discharge
= 3.396 cfs
770
Storm frequency
= 1 yrs
Time to peak
= 734 min
0.814
Time interval
= 2 min
Hyd. volume
= 20,561 cuft
1170
Drainage area
= 13.310 ac
Curve number
= 64.000
0.220
Basin Slope
= 0.0 %
'Hydraulic length
= 0 ft
870
Tc method
= TR55
Time of conc. (Tc)
= 27.8 min
0.446
Total precip.
= 2.90 in
Distribution
= Type II
1270
Storm duration
= 24 hrs
Shape factor
= 484
0.197,
Hydrograph Discharge Table
cfs)
Time --Outflow
Time --
Outflow
(min
cfs)
(min
cfs)
710
0.044
1070
0.285
730
3.133
1090
0.275
750
2.453
1110
0.265
770
1.084
1130
0.254
790
0.814
1150
0.243
810
0.686
1170
0.232
830
0.594
1190
0.220
850
0.519
1210
0.209
870
0.471
1230
0.202
890
0.446
1250
0.200
910
0.422
1270
0.198
930
0.396
1290
0.197,
950
0.370
1310
0.195
970
0.342
1330
0.193
990
0.323
1350
0.191
1010
0.313
1370
0.190
1030
0.304
1390
0.188
1050
0.295
1410
0.186
Time -- Outflow
(min
cfs)
1430
0.184'
1450
0.157
1470
0.036
... End
( Printed values >= 1 00% of Op Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11
Hyd. No. 8
Time -- Outflow
(min
POST DA -4 TO POND
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.470 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.90 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
688
0.181
1048
0.389
1408
0.239
708
4.896
1068
0.374
1428
0.236
728
2.897
1088
0.359
... End
748
1.814
1108
0.344
768
1.290
1128
0.328
788
1.045
1148
0.313
808
0.896
1168
0.297
828
0.774
1188
0.280
848
0.677
1208
0.267
868
0.641
1228
0.264
888
0.603
1248
0.262
908
0.564
1268
0.259
928
0.523
1288
0.256
948
0.482
1308
0.253
968
0.446
1328
0.251
988
0.432
1348
0.248
1008
0.418
1368
0.245
1028
0.404
1388
0.242
I
Tuesday, 05 / 24 / 2016
= 17.80 cfs
= 718 min
= 35,878 cuft
= 74.000
= Oft
= 5.0 min
= Type II
= 484
( Printed values >=1 00% of Qp Print interval =10)

Hydrograph
Report
Elevation
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 10
ds
ft
ds
RESERVOIR
ds
700
1.347
Hydrograph type
= Reservoir
Peak discharge
= 0.250 cfs
Storm frequency
= 1 yrs
Time to peak
= 1330 min
Time interval
= 2 min
Hyd. volume
= 34,903 cuft
Inflow hyd. No.
= 8 - POST DA -4
TO PUU@ervoir name
= WPD-1
Max. Elevation
= 660.25 ft
Max. Storage
= 25,452 cuft
Storage Indication method used.
Hydrograph Discharge Table ( Printed values >= 100% of op Print interval =10)
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
ds
ft
ds
ds ds ds ds ds ds ds ds
ds
700
1.347
659.02
3.210
0.005 - - -- - -- - ---
0.005
720
14.78
659.54
13.98
0.152 - - -- - - - -
0.152
740
2.274
659.79
13.98
0.192 - - - -- - - -
0.192
760
1.393
659.88
13.98
0.205 -- --- - ----- -- -- ----
0.205
780
1.127
659.94
13.98
0.214 -- - - --- - - --
0.214
800
0.957
659.99
13.98
0.220 --- --- - ---- -- - -
0.220
820
0.818
660.03
13.98
0.225 - --- - --- --- -- ----
0.225
840
0.706
660.06
13.98
0.228 - -- - ---- --- -- ---
0.228
860
0.656
660.08
13.98
0.231 -- --- - - ---- - --
0.231
880
0.618
660.10
13.98
0.234 -- - - - - --- --
0.234
900
0.580
660.12
13.98
0.236 -- - ---- - -- -_- ___
0.236
920
0.540
660.14
13.98
0.238 -- -- -- --- -- ---- --
0.238
940
0.499
660.16
13.98
0.240 -- - -- ---- -- -- ----
0.240
960
0.457
660.17
13.98
0.241 ----- ---- -- ---- --- - ---
0.241
980
0.438
660.18
13.98
0.243 -- --- ---- -- ----- - ----
0.243
1000
0.424
660.19
13.98
0.244 - --- -- - ----- --- ---
0.244
1020
0.410
660.20
13.98
0.245 - - - -- ---- --- ----
0.245
1040
0.395
660.21
13.98
0.246 - --- - -- -- - ---
0.246
1060
0.380
660.22
13.98
0.247 - -- --- - ---- --- --
0.247
1080
0.365
660.22
13.98
0.248 - - ----- - ---- ---- --
0.248
Continues on next page...

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
1100
0.350
660.23
13.98
0.248 - - -- -- - ----- ----
1120
0.335
660.23
13.98
0.249 - - - - ---- -- -
1140
0.319
660.24
13.98
0.249 - - - --- - ----- _-__
1160
0.303
660.24
13.98
0.250 - -
1180
0.287
660.24
13.98
0.250 - - - -- -- --- -__
1200
0.271
660.25
13.98
0.250 --- - - - - ----- ----
1220
0.266
660.25
13.98
0.250 - - - - -- - -_
1240
0.263
660.25
13.98
0.250 -- - - - - --_ -_
1260
0.260
660.25
13.98
0.250 --- - - - - --_ -_
1280
0.257
660.25
13.98
0.250 - -- - - - - -
1300
0.255
660.25
13.98
0.250 -- - - - - - -_
1320
0.252
660.25
13.98
0.250 ----- - - - - - _-
1340
0.249
660.25
13.98
0.250 ----- ---- ---- - - - -
1360
0.246
660.25
13.98
0.250 -- --- --- --- - - -
1380
0.243
660.25
13.98
0.250 --- - --- -- -- -- -
1400
0.240
660.25
13.98
0.250 ---- ---- -- -- --- --- _-
1420
0.237
660.25
13.98
0.250
1440
0.234
660.25
13.98
0.250
1460
0.000
660.23
13.98
0.249 -- -- -- -- -_ ___ -
1480
0.000
660.22
13.98
0.247 -- ---- ----- - - - -
1500
0.000
660.21
13.98
0.246 --- ---- --- --- -_ - _-
1520
0.000
660.19
13.98
0.244
1540
0.000
660.18
13.98
0.243 ---- -- -- - - - -__
1560
0.000
660.17
13.98
0.241 - ---- ----- --- ---_ -_ -
1580
0.000
660.16
13.98
0.240 - ---- ---- ---- _-- - -
1600
0.000
660.14
13.98
0.238 - - - ---- - _- -
1620
0.000
660.13
13.98
0.237
1640
0.000
660.12
13.98
0.235 - -- --- -- -__ - -
Outflow
cfs
0.248
0.249
0.249
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.249
0.247
0.246
0.244
0.243
0.241
0.240
0.238
0.237
0.235

12
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
1660
0.000
660.10
13.98
0.234 - - - -- -- - -
0.234
1680
0.000
660.09
13.98
0.232 - - - --- ---- -- ---
0.232
1700
0.000
660.08
13.98
0.231 - - - -- -- - --
0.231
1720
0.000
660.07
13.98
0.229 - - -- -- - - --
0.229
1740
0.000
660.05
13.98
0.228 - - - --- -- - -
0.228
1760
0.000
660.04
13.98
0.226 - - - ---- -- - --
0.226
1780
0.000
660.03
13.98
0.225 - -- - - - - -
0.225
1800
0.000
660.02
13.98
0.223 - - - - - - -
0.223
1820
0.000
660.00
13.98
0.222 -- - - -- - - -
0.222
1840
0.000
659.99
13.98
0.220 -- - - - - - -
0.220
1860
0.000
659.98
13.98
0.218 -- - - - - - -
0.218
1880
0.000
659.97
13.98
0.217 - -- - - - - -
0.217
1900
0.000
659.95
13.98
0.215 - - - - - - --
0.215
1920
0.000
659.94
13.98
0.213 - - - - - - --
0.213
1940
0.000
659.93
13.98
0.212 - - - - - - --
0.212
1960
0.000
659.91
13.98
0.210 --_ - - -- - - -
0.210
1980
0.000
659.90
13.98
0.208 - -- - - - - --
0.208
2000
0.000
659.89
13.98
0.207 - - - - - - -
0.207
2020
0.000
659.88
13.98
0.205 --__ - - - - - -
0.205
2040
0.000
659.86
13.98
0.203 --__ -_ _- __- - - -
0.203
2060
0.000
659.85
13.98
0.201 -- -- - - - - -
0.201
2080
0.000
659.84
13.98
0.200 - - - - - - -
0.200
2100
0.000
659.83
13.98
0.198 - - - - - - -
0.198
2120
0.000
659.82
13.98
0.196 -- - - - - - -
0.196
2140
0.000
659.80
13.98
0.195 --- - - - - -- -
0.195
2160
0.000
659.79
13.98
0.193 - - - - - - -
0.193
2180
0.000
659.78
13.98
0.191 - - - - --- - -
0.191
2200
0.000
659.77
13.98
0.190 - - - - - - -
0.190

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
ds
ft
cfs
ds cfs cfs cfs cfs cfs cfs cfs
2220
0.000
659.76
13.98
0.188 ---- --- - -- -- - ---
2240
0.000
659.75
13.98
0.186 -- - - -- - -- -----
2260
0.000
659.74
13.98
0.185 - - - - - - ----
2280
0.000
659.73
13.98
0.183 ---- ----- ----- --- - - -
2300
0.000
659.71
13.98
0.181 ---- - - - - - -----
2320
0.000
659.70
13.98
0.180 -- - - - - ----- -----
2340
0.000
659.69
13.98
0.178 -- --- ---- ---- --- - -
2360
0.000
659.68
13.98
0.176 ---- ----- -- --- - - -
2380
0.000
659.67
13.98
0.175 ----- -- - - - - -
2400
0.000
659.66
13.98
0.173 - -- - -- _-_ - __-
2420
0.000
659.65
13.98
0.171 -- - - --- - ----- ----
2440
0.000
659.64
13.98
0.170 ---- ---- --- -- -- - -
2460
0.000
659.63
13.98
0.168 ---- - - - - - --
2480
0.000
659.62
13.98
0.166 - - -- - -- ----- -----
2500
0.000
659.61
13.98
0.165
2520
0.000
659.60
13.98
0.163 ----- ----- --- - - --- --
2540
0.000
659.59
13.98
0.161 --- - - - - - -
2560
0.000
659.58
13.98
0.159
2580
0.000
659.57
13.98
0.158 - --- ----- ----- - - -
2600
0.000
659.56
13.98
0.156 - - - - - -- -
2620
0.000
659.55
13.98
0.154
2640
0.000
659.54
13.98
0.153 - --- ---- ----- ----- _- -
2660
0.000
659.53
13.98
0.151-
2680
0.000
659.53
13.98
0.149 ---- - - - - - -__
2700
0.000
659.52
13.98
0.148 - ---- --- -- - -_ _____
2720
0.000
659.51
13.98
0.146 -- --- -- -- ---- _- _____
2740
0.000
659.50
13.98
0.145 ----- -- - --- -- - -
2760
0.000
659.49
13.98
0.143 - -- - - - - -__
13
Outflow
cfs
0.188
0.186
0.185
0.183
0.181
0.180
0.178
0.176
0.175
0.173
0.171
0.170
0.168
0.166
0.165
0.163
0.161
0.159
0.158
0.156
0.154
0.153
0.151
0.149
0.148
0.146
0.145
0.143

14
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
ds
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
2780
0.000
659.48
13.98
0.141 - - - ----- - -- ---
0.141
2800
0.000
659.47
13.98
0.139 - - - - -- - --
0.139
2820
0.000
659.47
13.98
0.137 -- - - --- - - -
0.137
2840
0.000
659.46
13.98
0.136 -- - --- - -- - -
0.136
2860
0.000
659.45
13.98
0.134 - - - -- -- ---- -
0.134
2880
0.000
659.44
13.98
0.132 - - - -- - - ---
0.132
2900
0.000
659.43
13.98
0.131 - - - - -- - -
0.131
2920
0.000
659.43
13.98
0.129 - - - ---- - - -
0.129
2940
0.000
659.42
13.98
0.128 - - - - ---- -- -
0.128
2960
0.000
659.41
13.98
0.126 - - - - - - -
0.126
2980
0.000
659.40
13.98
0.124 ---- - - - - - -
0.124
3000
0.000
659.39
13.98
0.123 - - - ---- -- - -
0.123
3020
0.000
659.39
13.98
0.121 - - - --- -- - ----
0.121
3040
0.000
659.38
13.98
0.119 - - - - -- --- -
0.119
3060
0.000
659.37
13.98
0.117 - - -- -- - - --
0.117
3080
0.000
659.37
13.98
0.115 -- -- --- ---- ---- - -
0.115
3100
0.000
659.36
13.98
0.114 - -- - - -- - -
0.114
3120
0.000
659.35
13.98
0.112 --- - -- - - - -
0.112
3140
0.000
659.35
13.98
0.110 -- -__ --- ---- ---- ---- -
0.110
3160
0.000
659.34
13.98
0.109 - - - -- - --- ---
0.109
3180
0.000
659.33
13.98
0.107 -- - - -- - - --
0.107
3200
0.000
659.33
13.98
0.105 --- -- ----- ----- -- - -
0.106
3220
0.000
659.32
13.98
0.104 - -- ---- --- ---- -- -
0.104
3240
0.000
659.31
13.98
0.102 - - - - --- --- ---
0.102
3260
0.000
659.31
13.98
0.101 - - - - - - -
0.101
3280
0.000
659.30
13.98
0.099 - - - ---- ---- - -
0.099
3300
0.000
659.30
13.98
0.097 - - - --- ---- ----- ----
0.097
3320
0.000
659.29
13.98
0.095 - - - -- -- -- -
0.095

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
3340
0.000
659.28
13.98
0.093 - -
3360
0.000
659.28
13.98
0.092 - - -- -__ - - -
3380
0.000
659.27
13.98
0.090 - ----- ----- - - --- -
3400
0.000
659.27
13.98
0.088 ---- -___ - _- - - -
3420
0.000
659.26
13.98
0.086 ----- ----- - -- - - -
3440
0.000
659.26
13.98
0.084 - -- - - - -- -
3460
0.000
659.25
13.98
0.082 - - - - - - -----
3480
0.000
659.25
13.98
0.081 - - - - - ----- -
3500
0.000
659.24
13.98
0.079 -_-
3520
0.000
659.24
13.98
0.077 ---- - -- ----- ---- ---- --
3540
0.000
659.23
13.98
0.076 - ----- ---- - - - --
3560
0.000
659.23
13.98
0.074 ----- - - - - - --
3580
0.000
659.22
13.98
0.073 - - - - - - -
3600
0.000
659.22
13.98
0.071 --- - - - - - ---
3620
0.000
659.22
13.98
0.070 - - - - - ---- -
3640
0.000
659.21
13.98
0.068 - - - -- ---- -- -�
3660
0.000
659.21
13.98
0.067 - - ----- -- - --_ -_
3680
0.000
659.20
13.98
0.066 -- - ---- ---- - _- -_
3700
0.000
659.20
13.98
0.064 --- - - -- - - -
3720
0.000
659.20
13.98
0.063
3740
0.000
659.19
13.98
0.061
3760
0.000
659.19
13.98
0.059
3780
0.000
659.19
13.98
0.058 - - --- ---- --- - ____
3800
0.000
659.18
13.98
0.056 - ---- ----- - - - ____
3820
0.000
659.18
13.98
0.055 ----- ----- - -- - - W_
3840
0.000
659.18
13.98
0.053 ---- - - - - - -
3860
0.000
659.17
13.98
0.052 - - - - - - -
3880
0.000
659.17
13.98
0.051
Outflow
cfs
0.093
0.092
0.090
0.088
0.086
0.084
0.082
0.081
0.079
0.077
0.076
0.074
0.073
0.071
0.070
0.068
0.067
0.066
0.064
0.063
0.061
0.059
0.058
0.056
0.055
0.053
0.052
0.051

16
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
3900
0.000
659.17
13.98
0.049 - - - - - ---- ---
0.049
3920
0.000
659.16
13.98
0.048 - - - - - - -
0.048
3940
0.000
659.16
13.98
0.047 - - - - - - -
0.047
3960
0.000
659.16
13.98
0.046 --- - - - - - -
0.046
3980
0.000
659.16
13.98
0.044 - - - -- --- - -
0.044
4000
0.000
659.15
13.98
0.043 - - - ---- -- --- -
0.043
4020
0.000
659.15
13.98
0.042 - - - -- - - -
0.042
4040
0.000
659.15
13.98
0.041 - - - - - - --
0.041
4060
0.000
659.14
13.98
0.040 - - - - - - -
0.040
4080
0.000
659.14
13.98
0.039 -- - - - - - -
0.039
4100
0.000
659.14
13.98
0.038 --- - - --- - - -
0.038
4120
0.000
659.14
13.98
0.037 - -- - - - - -
0.037
4140
0.000
659.14
13.98
0.036 - - - -- - - -
0.036
4160
0.000
659.13
13.98
0.035 - - - -- ---- -- ----
0.035
4180
0.000
659.13
13.98
0.034 - - - - - --- -----
0.034
4200
0.000
659.13
13.98
0.033 -- - - - - ---- -
0.033
4220
0.000
659.13
13.98
0.032 -- -- - - - - -
0.032
4240
0.000
659.13
13.98
0.031 -- - --- - - -- -
0.031
4260
0.000
659.12
13.98
0.031 - - --- ---- ---- - ---
0.031
4280
0.000
659.12
13.98
0.030 - - - - -- ---- ---
0.030
4300
0.000
659.12
13.98
0.029 -- - - - - -- --
0.029
4320
0.000
659.12
13.98
0.028 - -- - - - - -
0.028
4340
0.000
659.12
13.98
0.028 - - - - - - -
0.028
4360
0.000
659.12
13.98
0.027 ----- - - - - - -
0.027
4380
0.000
659.11
13.98
0.026 - - - - -- --- -
0.026
4400
0.000
659.11
13.98
0.025 - - - --- --- -___ -
0.025
4420
0.000
659.11
13.98
0.025 - - - - - -- ---
0.025
4440
0.000
659.11
13.98
0.024 - - - - - - -
0.024

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
4460
0.000
659.11
13.98
0.024 ----- ----- -- --- - -- -
4480
0.000
659.11
13.98
0.023 - - - -- - ----- --
4500
0.000
659.10
13.98
0.022 - - - - - - -
4520
0.000
659.10
13.98
0.022 -- ---- --- --- -- -- --
4540
0.000
659.10
13.98
0.021 - - - - - ---- --
4560
0.000
659.10
13.98
0.021 --- ---- -- - - - -
4580
0.000
659.10
13.96
0.020 - -- -- - - _____ ____
4600
0.000
659.10
13.79
0.020 -- -- - - - -- -
4620
0.000
659.10
13.62
0.020 --- ----- ----- --- - - ---
4640
0.000
659.10
13.46
0.019 - -- - --- - ---- -----
4660
0.000
659.10
13.30
0.019 - -- -- - - - -
4680
0.000
659.09
13.14
0.019 ---- --- - ----- -- ----- --
4700
0.000
659.09
12.98
0.019 - - - - - - --
4720
0.000
659.09
12.82
0.018 ----- ---- - -- - - -
4740
0.000
659.09
12.67
0.018 - - -- --- ----- --- ____
4760
0.000
659.09
12.52
0.018 -
4780
0.000
659.09
12.37
0.018 - - ----- - -- - ____
4800
0.000
659.09
12.22
0.018 -
4820
0.000
659.09
12.07
0.017 ---- - -- - - - -
4840
0.000
659.09
11.93
0.017 --- --- - ---- -_ ____ -
4860
0.000
659.08
11.78
0.017
4880
0.000
659.08
11.64
0.017 - - - - - - -_
4900
0.000
659.08
11.50
0.017
4920
0.000
659.08
11.36
0.016
4940
0.000
659.08
11.23
0.016 ----- - ---- ----- - - -
4960
0.000
659.08
11.09
0.016
4980
0.000
659.08
10.96
0.016 - - - - - - -
5000
0.000
659.08
10.82
0.016 ----- ---- -- -- - - _-
17
Outflow
cfs
0.024
0.023
0.022
0.022
0.021
0.021
0.020
0.020
0.020
0.019
0.019
0.019
0.019
0.018
0.018
0.018
0.018
0.018
0.017
0.017
0.017
0.017
0.017
0.016
0.016
0.016
0.016
0.016

18
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
ds
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
5020
0.000
659.08
10.70
0.015 - - - -- -- -- --
0.015
5040
0.000
659.08
10.57
0.015 - -- --- - -- - -
0.015
5060
0.000
659.07
10.44
0.015 - - - - - - -
0.015
5080
0.000
659.07
10.31
0.015 - - - -- -- ----- ---
0.015
5100
0.000
659.07
10.19
0.015 --- --- - - - - -
0.015
5120
0.000
659.07
10.06
0.015 - - - - - -- --
0.015
5140
0.000
659.07
9.945
0.014 - -- -- - -- --- -
0.014
5160
0.000
659.07
9.825
0.014 --- - - -- - - -
0.014
5180
0.000
659.07
9.706
0.014 - - - - - -- ----
0.014
5200
0.000
659.07
9.586
0.014 - - - -- -- - -
0.014
5220
0.000
659.07
9.475
0.014 - - - - - - ---
0.014
5240
0.000
659.07
9.364
0.013 - - - ----- ----- -- -
0.013
5260
0.000
659.07
9.245
0.013 - --- --- - -- - -
0.013
5280
0.000
659.07
9.134
0.013 - - - - - - --
0.013
5300
0.000
659.06
9.023
0.013 -- --- ----- - ----- --- -
0.013
5320
0.000
659.06
8.921
0.013 ----- - - -- - - -
0.013
5340
0.000
659.06
8.810
0.013 - - - - --- - -
0.013
5360
0.000
659.06
8.707
0.013 ---- --- -- ----- --- ----- ---
0.013
5380
0.000
659.06
8.596
0.012 - ---- --- - --- - -
0.012
5400
0.000
659.06
8.494
0.012 - - - - -- -- --
0.012
5420
0.000
659.06
8.391
0.012 - -- ----- --- ----- -- -
0.012
5440
0.000
659.06
8.289
0.012 -- - - - - - -
0.012
5460
0.000
659.06
8.195
0.012 -- - - -- - ----- -
0.012
5480
0.000
659.06
8.092
0.012 - --- ---- - --- - --
0.012
5500
0.000
659.06
7.999
0.012 - - - - - - ---
0.012
5520
0.000
659.06
7.905
0.011 - - - - --- ----- --
0.011
5540
0.000
659.06
7.802
0.011 - - -- --- -- - -
0.011
5560
0.000
659.06
7.708
0.011 - - - - - -- --
0.011

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
5580
0.000
659.05
7.614
0.011 - - - - - --- ----
5600
0.000
659.05
7.529
0.011 - - - - - - --
5620
0.000
659.05
7.435
0.011 - - - - - - -
5640
0.000
659.05
7.350
0.011 -- - - - - - -
5660
0.000
659.05
7.256
0.010 -- -- -- - - - -
5680
0.000
659.05
7.171
0.010 - - --- ----- --- - -
5700
0.000
659.05
7.085
0.010 - - - - - ----- ----
5720
0.000
659.05
7.000
0.010
5740
0.000
659.05
6.914
0.010 - -- - - - - --
5760
0.000
659.05
6.829
0.010 -- -- - - - - -
End
19
Outflow
cfs
0.011
0.011
0.011
0.011
0.010
0.010
0.010
0.010
0.010
0.010

Hydrograph
Report
Hyd. 6 +
20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 12
(cfs)
(cfs)
(cfs)
POST OUTFALL
(cfs)
720
0.270
Hydrograph type
= Combine
Peak discharge
= 4.113 cfs
Storm frequency
= 1 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 60,121 cuft
Inflow hyds.
= 5, 6, 7, 10
Contrib. drain. area
= 18.260 ac
Hydrograph Discharge Table
( Printed values- 100% of Op Print interval =10)
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
720
0.270
0.004
1.250
0.152
1.677
740
0.399
0.037
3.171
0.192
3.799
760
0.190
0.070
1.476
0.205
1.941
780
0.145
0.073
0.919
0.214
1.351
800
0.123
0.062
0.743
0.220
1.148
820
0.108
0.049
0.637
0.225
1.019
840
0.095
0.043
0.554
0.228
0.921
860
0.086
0.039
0.490
0.231
0.846
880
0.082
0.035
0.457
0.234
0.808
900
0.078
0.033
0.434
0.236
0.781
920
0.074
0.032
0.409
0.238
0.753
940
0.069
0.030
0.383
0.240
0.723
960
0.064
0.029
0.356
0.241
0.690
980
0.061
0.027
0.331
0.243
0.661
1000
0.059
0.025
0.318
0.244
0.646
1020
0.057
0.025
0.309
0.245
0.636
1040
0.056
0.024
0.300
0.246
0.625
1060
0.054
0.023
0.290
0.247
0.614
1080
0.052
0.023
0.280
0.248
0.603
1100
0.051
0.022
0.270
0.248
0.591
1120
0.049
0.021
0.259
0.249
0.578
Continues on next page...

21
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1140
0.047
0.021
0.249
0.249
0.565
1160
0.045
0.020
0.238
0.250
0.552
1180
0.042
0.019
0.226
0.250
0.538
1200
0.040
0.018
0.215
0.250
0.523
1220
0.039
0.017
0.205
0.250
0.511
1240
0.038
0.017
0.201
0.250
0.506
1260
0.038
0.016
0.199
0.250
0.504
1280
0.038
0.016
0.198
0.250
0.502
1300
0.038
0.016
0.196
0.250
0.500
1320
0.037
0.016
0.194
0.250
0.498
1340
0.037
0.016
0.192
0.250
0.496
1360
0.037
0.016
0.191
0.250
0.494
1380
0.036
0.016
0.189
0.250
0.491
1400
0.036
0.016
0.187
0.250
0.489
1420
0.036
0.016
0.185
0.250
0.486
1440
0.035
0.016
0.183
0.250
0.484
1460
0.007
0.013
0.092
0.249
0.361
1480
0.000
0.007
0.006
0.247
0.261
1500
0.000
0.003
0.000
0.246
0.248
1520
0.000
0.000
0.000
0.244
0.245
1540
0.000
0.000
0.000
0.243
0.243
1560
0.000
0.000
0.000
0.241
0.241
1580
0.000
0.000
0.000
0.240
0.240
1600
0.000
0.000
0.000
0.238
0.238
1620
0.000
0.000
0.000
0.237
0.237
1640
0.000
0.000
0.000
0.235
0.235
1660
0.000
0.000
0.000
0.234
0.234
Continues on next page...

POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd: 10 +"
(min)
(cfs)
(cfs)
(cfs)
(cfs)
1680
0.000'
0.000
0.000
0.232
1700
0.000
0.000
0.000
0.231
1720
0.000
0.000
0.000
0.229
1740
0.000
0.000
0.000
0.228
1760
0.000
0.000
0.000
0.226
1780
0.000
0.000
0.000
0.225
1800
0.000'
0.000
0.000
0.223
1820
0.000
0.000
0.000
0.222
1840
0.000
0.000
0.000
0.220 :
1860
0.000
0.000
0.000
0.218
1880
0.000
0.000
0.000
0.217
1900
0.000 •
0.000
0.000
0.215
1920
0.000
0.000
0.000
0.213
1940,
0.000
0.000
0.000
0.212
1960
0.000
0.000
0.000
0.210
1980
0.000.
0.000
0.000
0.208
2000
0.000
0.000
0.000
0.207
2020
0.000,
0.000
0.000
0.205
2040
0.000
0.000
0.000
0.203
2060
0.000,
0.000
0.000
0.201
2080
0.000
0.000
0.000
0.200
2100
0.000
0.000
0.000
0.198
2120
0.000
0.000
0.000
0.196
2140
0.000
0.000
0.000
0.195
2160
0.000
0.000
0.000
0.193
2180
0.000
0.000
0.000
0.191
2200
0.000
0.000
0.000
0.190
22
Outflow
(cfs)
0.232
0.231
0.229
0.228
0.226
0.225
0.223
0.222
0.220
0.218
0.217
0.215
0.213
0.212
0.210
0.208
0.207
0.205
0.203
0.201
0.200
0.198
0.196
0.195
0.193
0.191
0.190
i
Continues on next page...

23
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
2220
0.000
0.000
0.000
0.188
0.188
2240
0.000
0.000
0.000
0.186
0.186
2260
0.000
0.000
0.000
0.185
0.185
2280
0.000
0.000
0.000
0.183
0.183
2300
0.000
0.000
0.000
0.181
0.181
2320
0.000
0.000
0.000
0.180
0.180
2340
0.000
0.000
0.000
0.178
0.178
2360
0.000
0.000
0.000
0.176
0.176
2380
0.000
0.000
0.000
0.175
0.175
2400
0.000
0.000
0.000
0.173
0.173
2420
0.000
0.000
0.000
0.171
0.171
2440
0.000
0.000
0.000
0.170
0.170
2460
0.000
0.000
0.000
0.168
0.168
2480
0.000
0.000
0.000
0.166
0.166
2500
0.000
0.000
0.000
0.165
0.165
2520
0.000
0.000
0.000
0.163
0.163
2540
0.000
0.000
0.000
0.161
0.161
2560
0.000
0.000
0.000
0.159
0.159
2580
0.000
0.000
0.000
0.158
0.158
2600
0.000
0.000
0.000
0.156
0.156
2620
0.000
0.000
0.000
0.154
0.154
2640
0.000
0.000
0.000
0.153
0.153
2660
0.000
0.000
0.000
0.151
0.151
2680
0.000
0.000
0.000
0.149
0.149
2700
0.000
0.000
0.000
0.148
0.148
2720
0.000
0.000
0.000
0.146
0.146
2740
0.000
0.000
0.000
0.145
0.145
Continues on next page...

24
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
2760
0.000
0.000
0.000
0.143
0.143
2780
0.000
0.000
0.000
0.141
0.141
2800
0.000
0.000
0.000
0.139
0.139
2820
0.000
0.000
0.000
0.137
0.137
2840
0.000
0.000
0.000
0.136
0.136
2860
0.000
0.000
0.000
0.134
0.134
2880
0.000
0.000
0.000
0.132
0.132
2900
0.000
0.000
0.000
0.131
0.131
2920
0.000
0.000
0.000
0.129
0.129
2940
0.000
0.000
0.000
0.128
0.128
2960
0.000
0.000
0.000
0.126
0.126
2980
0.000
0.000
0.000
0.124
0.124
3000
0.000
0.000
0.000
0.123
0.123
3020
0.000
0.000
0.000
0.121
0.121
3040
0.000
0.000
0.000
0.119
0.119
3060
0.000
0.000
0.000
0.117
0.117
3080
0.000
0.000
0.000
0.115
0.115
3100
0.000
0.000
0.000
0.114
0.114
3120
0.000
0.000
0.000
0.112
0.112
3140
0.000
0.000
0.000
0.110
0.110
3160
0.000
0.000
0.000
0.109
0.109
3180
0.000
0.000
0.000
0.107
0.107
3200
0.000
0.000
0.000
0.106
0.106
3220
0.000
0.000
0.000
0.104
0.104
3240
0.000
0.000
0.000
0.102
0.102
3260
0.000
0.000
0.000
0.101
0.101
3280
0.000
0.000
0.000
0.099
0.099
Continues on next page...

25
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
3300
0.000
0.000
0.000
0.097
0.097
3320
0.000
0.000
0.000
0.095
0.095
3340
0.000
0.000
0.000
0.093
0.093
3360
0.000
0.000
0.000
0.092
0.092
3380
0.000
0.000
0.000
0.090
0.090
3400
0.000
0.000
0.000
0.088
0.088
3420
0.000
0.000
0.000
0.086
0.086
3440
0.000
0.000
0.000
0.084
0.084
3460
0.000
0.000
0.000
0.082
0.082
3480
0.000
0.000
0.000
0.081
0.081
3500
0.000
0.000
0.000
0.079
0.079
3520
0.000
0.000
0.000
0.077
0.077
3540
0.000
0.000
0.000
0.076
0.076
3560
0.000
0.000
0.000
0.074
0.074
3580
0.000
0.000
0.000
0.073
0.073
3600
0.000
0.000
0.000
0.071
0.071
3620
0.000
0.000
0.000
0.070
0.070
3640
0.000
0.000
0.000
0.068
0.068
3660
0.000
0.000
0.000
0.067
0.067
3680
0.000
0.000
0.000
0.066
0.066
3700
0.000
0.000
0.000
0.064
0.064
3720
0.000
0.000
0.000
0.063
0.063
3740
0.000
0.000
0.000
0.061
0.061
3760
0.000
0.000
0.000
0.059
0.059
3780
0.000
0.000
0.000
0.058
0.058
3800
0.000
0.000
0.000
0.056
0.056
3820
0.000
0.000
0.000
0.055
0.055
Continues on next page...

26
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
3840
0.000
0.000
0.000
0.053
0.053
3860
0.000
0.000
0.000
0.052
0.052
3880
0.000
0.000
0.000
0.051
0.051
3900
0.000
0.000
0.000
0.049
0.049
3920
0.000
0.000
0.000
0.048
0.048
3940
0.000
0.000
0.000
0.047
0.047
3960
0.000
0.000
0.000
0.046
0.046
3980
0.000
0.000
0.000
0.044
0.044
4000
0.000
0.000
0.000
0.043
0.043
4020
0.000
0.000
0.000
0.042
0.042
... End

27
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
9.564
2
738
59,369
PRE DA 1
2
SCS Runoff
1.505
2
730
7,559
PRE DA 2
3
Combine
10.80
2
738
66,928
1,2
PRE OUTFALL
5
SCS Runoff
1.372
2
728
6,115
POST DA -1 OFFSITE
6
SCS Runoff
0.212
2
760
2,434
POST DA -2 BYPASS NORTH
7
SCS Runoff
6.723
2
734
34,066
—
POST DA -3 BYPASS SOUTH
8
SCS Runoff
26.31
2
718
52,618
POST DA -4 TO POND
10
Reservoir
0.486
2
1088
51,187
8
660.77
36,980
RESERVOIR
12
Combine
8.274
2
732
93,802
5, 6, 7,
POST OUTFALL
10,
WPD-1 ROUTING final dfr.gpw
Return Period: 2 Year
Tuesday, 05 / 24 / 2016

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil M 2016 by Autodesk, Inc. v11
Hyd. No. 1
(min
cfs)
PRE DA1
cfs)
710
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 26.880 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
710
0.225
1070
0.778
730
7.621
1090
0.750
750
8.134
1110
0.722
770
3.713
1130
0.692
790
2.435
1150
0.662
810
1.987
1170
0.632
830
1.701
1190
0.601
850
1.478
1210
0.569
870
1.323
1230
0.547
890
1.237
1250
0.538
910
1.170
1270
0.534
930
1.100
1290
0.529
950
1.025
1310
0.524
970
0.949
1330
0.519
990
0.889
1350
0.514
1010
0.856
1370
0.509
1030
0.831
1390
0.504
1050
0.805
1410
0.498
Time -- Outflow
(min
cfs)
1430
0.493
1450
0.442
1470
0.169
... End
28
Tuesday, 05 / 24 / 2016
= 9.564 cfs
= 738 min
= 59,369 cuft
= 62.000
= Oft
= 34.4 min
= Type II
= 484
( Printed values- 1 00% of op Print interval= 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MG 2016 by Autodesk, Inc. v11
Hyd. No. 2
Time -- Outflow
(min
PRE DA 2
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.850 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
710
0.033
1070
0.103
1430
0.066
730
1.505
1090
0.099
1450
0.051
1110
0.095
750
0.632
...End
1130
0.091
770
0.358
1150
0.087
790
0.284
1170
0.083
810
0.241
1190
0.079
830
0.209
1210
0.075
850
0.183
1230
0.073
870
0.169
1250
0.072
890
0.160
1270
0.072
910
0.151
1290
0.071
930
0.142
1310
0.071
950
0.132
1330
0.070
970
0.122
1350
0.069
990
0.116
1370
0.069
1010
0.113
1390
0.068
1030
0.110
1410
0.067
1050
0.106
29
Tuesday, 05 / 24 / 2016
= 1.505 cfs
= 730 min
= 7,559 cuft
= 60.000
= Oft
= 21.2 min
= Type II
= 484
( Printed values >= 1 00% of Op Print interval = 10)

I
Hydrograph Report 30
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 1
Hyd. No. 3
Hyd. 2 =
(min)
PRE OUTFALL"
(cfs)
720
Hydrograph type
= Combine
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyds.
= 1, 2
Contrib. drain. area
Hydrograph Discharge Table
Time
Hyd. 1 +
Hyd. 2 =
(min)
(cfs)
(cfs)
720
3.115
0.783
740
9.457
1.148
760
6.066
0.438
780
2.835
0.313
800
2.170
0.260
820
1.833
0.224
840
1.584
0.196
860
1.389
0.174
880
1.274
0.164
900
1.204
0.156
920
1.135
0.147
940
1.063
0.137
960
0.987
0.127
980
0.915
0.118
1000
0.871
0.115
1020
0.844
0.111
1040
0.818
0.108
1060
0.791
0.105
1080
0.764
0.101
1100
0.736
0.097
1120
0.707
0.093
Tuesday, 05 / 24 / 2016
= 10.80 cfs
= 738 min
= 66,928 cuft
= 30.730 ac
( Printed values >=1 00% of Qp Print interval = 10)
I
Outflow
(cfs)
3.898
10.60
6.503
3.148
2.430
2.058
1.780
1.563
1.439
1.360
1.282
1.200
I
1.114
1.034
0.985
0.955
0.926
0.896
I
0.865
I
0.833
0.800
Continues on next page...

31
PRE OUTFALL
Hydrograph Discharge Table
Time
Hyd. 1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
1140
0.677
0.089
0.767
1160
0.647
0.085
0.732
1180
0.616
0.081
0.697
1200
0.585
0.077
0.662
1220
0.556
0.074
0.630
1240
0.542
0.073
0.614
1260
0.536
0.072
0.608
1280
0.531
0.071
0.603
1300
0.526
0.071
0.597
1320
0.522
0.070
0.592
1340
0.517
0.070
0.586
1360
0.511
0.069
0.580
1380
0.506
0.068
0.574
1400
0.501
0.068
0.568
1420
0.495
0.067
0.562
1440
0.490
0.066
0.556
1460
0.319
0.021
0.339
End

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Time -- Outflow
(min
POST DA -1 OFFSITE
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.170 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
710
0.037
1070
0.083
1430
0.054
730
1.313
1090
0.080
1450
0.037
750
0.419
1110
0.077
...End
770
0.274
1130
0.073
790
0.223
1150
0.070
810
0.191
1170
0.067
830
0.166
1190
0.063
850
0.146
1210
0.060
870
0.135
1230
0.059
890
0.129
1250
0.058
910
0.122
1270
0.058
930
0.114
1290
0.058
950
0.106
1310
0.057
970
0.098
1330
0.056
990
0.094
1350
0.056
1010
0.091
1370
0.055
1030
0.088
1390
0.055
1050
0.086
1410
0.054
32
Tuesday, 05 / 24 / 2016
= 1.372 cfs
= 728 min
= 6,115 cuft
= 60.000
= Oft
= 19.1 min
= Type II
= 484
( Printed values -1 00% of Op Print interval =10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2016 by Autodesk, Inc. A 1
Hyd. No. 6
(min
cfs)
POST DA -2 BYPASS
NORTH
714
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.780 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
714
0.004
1074
0.038
734
0.104
1094
0.037
754
0.210
1114
0.036
774
0.199
1134
0.035
794
0.148
1154
0.033
814
0.101
1174
0.032
834
0.084
1194
0.030
854
0.073
1214
0.029
874
0.065
1234
0.028
894
0.060
1254
0.027
914
0.057
1274
0.027
934
0.054
1294
0.026
954
0.050
1314
0.026
974
0.047
1334
0.026
994
0.044
1354
0.026
1014
0.042
1374
0.026
1034
0.041
1394
0.025
1054
0.040
1414
0.025
Time -- Outflow
(min
cfs)
1434
0.025
1454
0.023
1474
0.015
1494
0.006
..End
33
Tuesday, 05 / 24 / 2016
= 0.212 cfs
= 760 min
= 2,434 cuft
= 56.000
= Oft
= 54.3 min
= Type II
= 484
( Printed values - 1 00% of Op Print interval = 10)

Hydrograph
Report
Time -- Outflow
34
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 7
(min
cfs)
706
POST DA -3 BYPASS SOUTH
1066
0.424
Hydrograph type
= SCS Runoff
Peak discharge
= 6.723 cfs
Storm frequency
= 2 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 34,066 cuft j
Drainage area
= 13.310 ac
Curve number
= 64.000
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 27.8 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
I
Hydrograph Discharge Table
( Printed values >= 100% of Qp Print interval = 10)
I
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
706
0.081
1066
0.424
1426
0.267
726
5.360
1086
0.409
1446
I
0.249
746
5.067
1106
0.393
1466
0.080
766
1.871
1126
0.377
...End
786
1.332
1146
0.360
806
1.096
1166
0.343
826
0.938
1186
0.326
846
0.813
1206
0.309
866
0.726
1226
0.297
886
0.681
1246
0.292
906
0.643
1266
0.290
926
0.603
1286
0.287
946
0.562
1306
0.284
I
966
0.519
1326
0.281
i
986
0.485
1346
0.279
1006
0.468
1366
0.276
I
1026
0.454
1386
0.273
1046
0.439
1406
0.270

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 8
Time -- Outflow
(min
POST DA -4 TO POND
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.470 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
670
0.270
1030
0.546
1390
0.324
690
0.634
1050
0.526
1410
0.320
710
11.56
1070
0.505
1430
0.316
730
3.967
1090
0.484
... End
750
2.376
1110
0.463
770
1.761
1130
0.442
790
1.430
1150
0.420
810
1.218
1170
0.398
830
1.051
1190
0.376
850
0.927
1210
0.360
870
0.874
1230
0.356
890
0.821
1250
0.352
910
0.766
1270
0.348
930
0.709
1290
0.344
950
0.651
1310
0.340
970
0.605
1330
0.336
990
0.586
1350
0.332
1010
0.566
1370
0.328
35
Tuesday, 05 / 24 / 2016
= 26.31 cfs
= 718 min
= 52,618 cuft
= 74.000
= Oft
= 5.0 min
= Type II
= 484
( Printed values >=1 00% of Op Print interval= 10)

36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2016 by Autodesk, Inc. v11
Hyd. No. 10
Elevation
Clv A
RESERVOIR
Wr B Wr C Wr D Exfil
Outflow
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 8 - POST DA -4
TO PGN@ervoir name
Max. Elevation
= 660.77 ft
Max. Storage
Storage Indication method used.
Tuesday, 05 / 24 / 2016
= 0.486 cfs
= 1088 min
= 51,187 cult
= WPD-1
= 36,980 cuft
Hydrograph Discharge Table (Printed values >=100%ofQp Print interval =10)
Time
Inflow
Elevation
Clv A
Civ B Clv C PfRsr Wr A
Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
It
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
cfs
0.016
700
2.903
659.08
11.25
0.016 - - -
---- ---- - -
720
21.54
659.89
13.98
0.207 ---- -- -
---- ----- -- --
0.207
740
3.205
660.23
13.98
0.248 ---- - --
-- --- -- --
0.248
760
1.947
660.35
13.98
0.261 --- -- ---
- - ---- --
j 0.261
780
1.567
660.43
13.98
0.270 --- - --
- --- ---- ---
0.270
800
1.325
660.49
13.98
0.276 -- -- ---
-- ---- -- ----
f 0.276
820
1.129
660.54
13.98
0.281 - - --
-- ----- -- ---
0.281
840
0.972
660.58
13.98
0.285 - --__ _-
_-_ _-_ ____ _____
0.285
860
0.901
660.62
13.98
0.289 - ---- ---
----- ___ - -__
0.289
880
0.848
660.65
13.98
0.292 --- - -
----- --- -- ----
! 0.292
900
0.793
660.68
13.98
0.295 -- - ---
---- -- --- ----
0.295
920
0.737
660.70
13.98
0.297 ---- ---- ---
--- 0.010 -- ---
0.307
940
0.680
660.72
13.98
0.299 --- --- -
--- 0.063 - --
0.362
960
0.622
660.74
13.98
0.300 ---- ----- -
--- 0.101 ----- ---
j 0.401
980
0.596
660.75
13.98
0.301 --- ---- ----
---- 0.128 - --
0.429
1000
0.576
660.76
13.98
0.302 ---- --- ---
-- 0.148 -- ---
i 0.450
1020
0.556
660.76
13.98
0.302 - -- --
-- 0.163 - ----
I
0.466
1040
0.536
660.77
13.98
0.303 -- --- ---
- 0.174 --- --
0.477
1060
0.516
660.77
13.98
0.303 -- - --
----- 0.180 ---- ---
0.483
1080
0.495
660.77
13.98
0.303 - - ---
- 0.183 ---- --
0.486
Continues on next page...

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A
Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
1100
0.474
660.77
13.98
0.303 --- ---- ----
- 0.183 - -
1120
0.452
660.77
13.98
0.303 - - -
- 0.180 - ----
1140
0.431
660.77
13.98
0.303 --- - ----
-- 0.174 - -
1160
0.409
660.76
13.98
0.303 - - -
- 0.167 --- ---
1180
0.387
660.76
13.98
0.302 --- --- -----
- 0.157 - --
1200
0.365
660.76
13.98
0.302 - -- -
- 0.146 --- -----
1220
0.358
660.75
13.98
0.301 - --- ----
- 0.135 - --
1240
0.354
660.75
13.98
0.301 - - -
- 0.124 -- -
1260
0.350
660.74
13.98
0.301 ----- --- ----
- 0.115 - ---
1280
0.346
660.74
13.98
0.300 - - --
-- 0.106 - -
1300
0.342
660.74
13.98
0.300 ----- ----- --
- 0.098 - ---
1320
0.338
660.73
13.98
0.300 - - -
---- 0.090 -- -
1340
0.334
660.73
13.98
0.300 ---- -- -
- 0.083 - ---
1360
0.330
660.73
13.98
0.299 -- - ---
--- 0.077 ---- -
1380
0.326
660.73
13.98
0.299 ---- - -
- 0.070 - --
1400
0.322
660.72
13.98
0.299 - - ---
-- 0.064 - --
1420
0.318
660.72
13.98
0.299 ----- -- --
- 0.059 ---- --
1440
0.314
660.72
13.98
0.298 - - ---
----- 0.053 -- -
1460
0.000
660.71
13.98
0.297 - - -
- 0.014 -- ---
1480
0.000
660.69
13.98
0.296
1500
0.000
660.67
13.98
0.294 - - --
---- - - -
1520
0.000
660.66
13.98
0.292 - - -
- - _____ -----
1540
0.000
660.64
13.98
0.291 - -- --
---- - _- -
1560
0.000
660.63
13.98
0.289
1580
0.000
660.61
13.98
0.288 ---- ----- ----
---- -- - -_
1600
0.000
660.59
13.98
0.286__-
1620
0.000
660.58
13.98
0.285 - - -
- - - -_
1640
0.000
660.56
13.98
0.283 - - ---
- - - -
37
Outflow
cfs
0.486
0.483
0.477
0.469
0.460
0.448
0.436
0.425
0.415
0.406
0.398
0.390
0.383
0.376
0.369
0.363
0.357
0.352
0.311
0.296
0.294
0.292
0.291
0.289
0.288
0.286
0.285
0.283

38
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
1660
0.000
660.55
13.98
0.282 - ---- - - - - -
0.282
1680
0.000
660.53
13.98
0.280 - - - -- ----- --- --
0.280
1700
0.000
660.52
13.98
0.279 - - - - - - -
0.279
1720
0.000
660.50
13.98
0.277 - - - - - -- --
0.277
1740
0.000
660.49
13.98
0.276 - -- - -- - - -
0.276
1760
0.000
660.47
13.98
0.274 - - - - -- -- ----
0.274
1780
0.000
660.46
13.98
0.273 - - -- -- - - -
0.273
1800
0.000
660.44
13.98
0.271 - - - - - -- --
0.271
1820
0.000
660.43
13.98
0.270 - - - ----- --- - -
0.270
1840
0.000
660.41
13.98
0.268 -- - - - - - --
0.268
1860
0.000
660.40
13.98
0.267 - - - - ---- -- -
0.267
1880
0.000
660.38
13.98
0.265 --- - - - - - -
0.265
1900
0.000
660.37
13.98
0.264 - - - ---- --- - -
0.264
1920
0.000
660.36
13.98
0.262 ----- - - - - - --
0.262
1940
0.000
660.34
13.98
0.261 - - --- - ---- --- --
0.261
1960
0.000
660.33
13.98
0.259 - -____ - ____ - - -
0.259
1980
0.000
660.31
13.98
0.258 - - - -- -- - ----
0.258
2000
0.000
660.30
13.98
0.256 - - --- -- - -- -
0.256
2020
0.000
660.29
13.98
0.255 --_ ____ - - - -- -
0.255
2040
0.000
660.27
13.98
0.253 - - - --- --- --- ----
0.253
2060
0.000
660.26
13.98
0.251 - --- - -- -- - -
0.251
2080
0.000
660.24
13.98
0.250 - - - -- - -- ---
0.250
2100
0.000
660.23
13.98
0.248 ---- -- -- -- - - -
0.248
2120
0.000
660.22
13.98
0.247 - - - - - ----- --
0.247
2140
0.000
660.20
13.98
0.245 - - -- --- - - -
0.245
2160
0.000
660.19
13.98
0.244 -- -- - - - - -
0.244
2180
0.000
660.18
13.98
0.242 - - - -- - ---_ -
0.242
2200
0.000
660.16
13.98
0.241 -- - ---- - - - -
0.241

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
2220
0.000
660.15
13.98
0.239 - - - - - --- -----
2240
0.000
660.14
13.98
0.238 --- --- ---- - - - -
2260
0.000
660.13
13.98
0.236 - - - - - --- --
2280
0.000
660.11
13.98
0.235 - ---- - ---- - - -
2300
0.000
660.10
13.98
0.233 - - -- - - -- -
2320
0.000
660.09
13.98
0.232 -- ---- ----- - - - -
2340
0.000
660.07
13.98
0.230 - - - - - - --
2360
0.000
660.06
13.98'
0.229 - -- - ---- -- - -
2380
0.000
660.05
13.98
0.227 -- - - - - - --
2400
0.000
660.04
13.98
0.226 - ----- --- ---- - - --
2420
0.000
660.03
13.98
0.224 -- - - - - --- -
2440
0.000
660.01
13.98
0.223 -- --- ---- ----- -- - --
2460
0.000
660.00
13.98
0.221 - - - - - - ---
2480
0.000
659.99
13.98
0.219 --- -- --- -- - ---- _--
2500
0.000
659.97
13.98
0.218 -- - - - - - -
2520
0.000
659.96
13.98
0.216 - - ---- ---- -- ---- --
2540
0.000
659.95
13.98
0.214 - - - - - -- ---
2560
0.000
659.94
13.98
0.213 - - - ---- ----- -_ -
2580
0.000
659.92
13.98
0.211
2600
0.000
659.91
13.98
0.209 ---- --- - --- -- -- -
2620
0.000
659.90
13.98
0.208 - - - - - - --
2640
0.000
659.89
13.98
0.206 ---- - - - - - -
2660
0.000
659.87
13.98
0.204 - - - - - --- -
2680
0.000
659.86
13.98
0.203 ----- - - -- -- - -
2700
0.000
659.85
13.98
0.201 - - - - - - -_
2720
0.000
659.84
13.98
0.199 ---- ---- ---- -- - - -
2740
0.000
659.82
13.98
0.198 - - - - - - -
2760
0.000
659.81
13.98
0.196 -- -- -- ---- - - -
39
Outflow
cfs
0.239
0.238
0.236
0.235
0.233
0.232
0.230
0.229
0.227
0.226
0.224
0.223
0.221
0.219
0.218
0.216
0.214
0.213
0.211
0.209
0.208
0.206
0.204
0.203
0.201
0.199
0.198
0.196

40
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
2780
0.000
659.80
13.98
0.194 - - - - - - -
0.194
2800
0.000
659.79
13.98
0.193 - - --- - - - -
0.193
2820
0.000
659.78
13.98
0.191 - - - - - - -
0.191
2840
0.000
659.77
13.98
0.189 - - --- ---- - - -
0.189
2860
0.000
659.76
13.98
0.187 - - - - - -- -
0.187
2880
0.000
659.74
13.98
0.186 - - - ---- -- - -
0.186
2900
0.000
659.73
13.98
0.184 - - - - - - -
0.184
2920
0.000
659.72
13.98
0.182 - - - --- - - -
0.183
2940
0.000
659.71
13.98
0.181 - - - - - - -
0.181
2960
0.000
659.70
13.98
0.179 - - --- --- --- - --
0.179
2980
0.000
659.69
13.98
0.178 - - - - - - -
0.178
3000
0.000
659.68
13.98
0.176 -- - -- --- - - -
0.176
3020
0.000
659.67
13.98
0.174 - - - - - - -
0.174
3040
0.000
659.66
13.98
0.172 - - --- --- - - -
0.172
3060
0.000
659.65
13.98
0.171 - - - - - - -
0.171
3080
0.000
659.64
13.98
0.169 - -- ---- ____ - - -
0.169
3100
0.000
659.63
13.98
0.167 - - - - - - -
0.167
3120
0.000
659.62
13.98
0.166 - - - ---- ---- --- -
0.166
3140
0.000
659.61
13.98
0.164 - - - - - - -
0.164
3160
0.000
659.60
13.98
0.162 - - - - --- --- ---
0.162
3180
0.000
659.59
13.98
0.161 - - - - - - -
0.161
3200
0.000
659.58
13.98
0.159 - - - -- --- -- -
0.159
3220
0.000
659.57
13.98
0.157 - - - - - - -
0.157
3240
0.000
659.56
13.98
0.156 - - - - - - ---
0.156
3260
0.000
659.55
13.98
0.154 - - - - - - -
0.154
3280
0.000
659.54
13.98
0.152 - - - - -- ---- ----
0.152
3300
0.000
659.53
13.98
0.151 - - -- - - - -
0.151
3320
0.000
659.52
13.98
0.149 - - - -- - -- -
0.149

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
ds
ft
cfs
cfs cfs cfs cfs cfs cfs ds ds
3340
0.000
659.51
13.98
0.147
3360
0.000
659.51
13.98
0.146 ---- ---- - - - -- -
3380
0.000
659.50
13.98
0.144 - - - - - - -
3400
0.000
659.49
13.98
0.142
3420
0.000
659.48
13.98
0.140 - ---- - - -- - -
3440
0.000
659.47
13.98
0.139 - - - - - --- --
3460
0.000
659.46
13.98
0.137 -- --- -- - ---- --- -----
3480
0.000
659.45
13.98
0.135 - - -- - - - -
3500
0.000
659.45
13.98
0.134 - - - - - -- -
3520
0.000
659.44
13.98
0.132 - -- - ---- -- ----- -
3540
0.000
659.43
13.98
0.130 --- --- ---- - - - -
3560
0.000
659.42
13.98
0.129 - - - - - - -
3580
0.000
659.42
13.98
0.127
3600
0.000
659.41
13.98
0.126 --- - - -- - -- -
3620
0.000
659.40
13.98
0.124 -- - - - - - -
3640
0.000
659.39
13.98
0.122 -- -- --- -- ----- --- --
3660
0.000
659.39
13.98
0.120 - - - - -- - -
3680
0.000
659.38
13.98
0.118 - - - - - - __---
3700
0.000
659.37
13.98
0.117 --- ----- - ---- - --- --
3720
0.000
659.36
13.98
0.115 - - - - - - -
3740
0.000
659.36
13.98
0.113 - - - - -- - --
3760
0.000
659.35
13.98
0.112 - -- - --- -- -- --
3780
0.000
659.34
13.98
0.110 - - - - - - -
3800
0.000
659.34
13.98
0.108 - - - - --- - ----
3820
0.000
659.33
13.98
0.107 ----- --- - - - --- -
3840
0.000
659.32
13.98
0.105 - - - - - --- -
3860
0.000
659.32
13.98
0.103 - -
3880
0.000
659.31
13.98
0.102 --- ----- ----- - - - -
41
Outflow
cfs
0.147
0.146
0.144
0.142
0.140
0.139
0.137
0.135
0.134
0.132
0.130
0.129
0.127
0.126
0.124
0.122
0.120
0.118
0.117
0.115
0.113
0.112
0.110
0.108
0.107
0.105
0.103
0.102

42
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
3900
0.000
659.31
13.98
0.100 - - - - - - -
0.100
3920
0.000
659.30
13.98
0.099 - - -- ---- - - -
0.099
3940
0.000
659.29
13.98
0.097 - - - - -- - -
0.097
3960
0.000
659.29
13.98
0.095 - - - - - - -
0.095
3980
0.000
659.28
13.98
0.093 - - --- - - - --
0.093
4000
0.000
659.28
13.98
0.091 - - - - - - -
0.091
4020
0.000
659.27
13.98
0.089 - - -- - - - -
0.089
4040
0.000
659.27
13.98
0.087 - - -- ----- -- - -
0.087
4060
0.000
659.26
13.98
0.085 - - - - - - -
0.085
4080
0.000
659.26
13.98
0.084 - - - - - - -
0.084
4100
0.000
659.25
13.98
0.082 - - -- --- -- --- -
0.082
4120
0.000
659.25
13.98
0.080 - - - --- - - --
0.080
4140
0.000
659.24
13.98
0.079 - - - -- - - -
0.079
4160
0.000
659.24
13.98
0.077 ----- - - --- ---- - ---
0.077
4180
0.000
659.23
13.98
0.075 -- - - - - - -
0.075
4200
0.000
659.23
13.98
0.074 - --- --- -- - - -
0.074
4220
0.000
659.22
13.98
0.072 -- - -- --- - - ----
0.072
4240
0.000
659.22
13.98
0.071 - - - - - - -
0.071
4260
0.000
659.22
13.98
0.069 ----- -- -- -- -- - -
0.069
4280
0.000
659.21
13.98
0.068 - - - - --- -- -
0.068
4300
0.000
659.21
13.98
0.067 - - -- - - - -
0.067
4320
0.000
659.20
13.98
0.065 --- - - -- -- - ----
0.065
4340
0.000
659.20
13.98
0.064 - - - - --- - -
0.064
4360
0.000
659.20
13.98
0.062 - - - - - ---- -
0.062
4380
0.000
659.19
13.98
0.060 --- - - ---- -- - ----
0.060
4400
0.000
659.19
13.98
0.059 - - - - -- - -
0.059
4420
0.000
659.18
13.98
0.057 - - - - -- -- -
0.057
4440
0.000
659.18
13.98
0.056 - - - -- ----- --- --
0.056

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
ds
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
4460
0.000
659.18
13.98
0.054 - - - --- - - -
4480
0.000
659.17
13.98
0.053 - - - - - --- -
4500
0.000
659.17
13.98
0.052 -- --- -- - - - -
4520
0.000
659.17
13.98
0.050
4540
0.000
659.17
13.98
0.049 - - - - - - -
4560
0.000
659.16
13.98
0.048 ----- ---- ----- -- --- -- --
4580
0.000
659.16
13.98
0.046 - - -- - - - ---
4600
0.000
659.16
13.98
0.045 - -- - -- - -- -
4620
0.000
659.15
13.98
0.044 - - - -- - ---- -
4640
0.000
659.15
13.98
0.043 -- -- - - - - --
4660
0.000
659.15
13.98
0.042
4680
0.000
659.15
13.98
0.041 - - - - - - -
4700
0.000
659.14
13.98
0.040 - ----- - ---- - -- ----
4720
0.000
659.14
13.98
0.039 -- - - - - - -_
4740
0.000
659.14
13.98
0.038 -- --- --- -- - - ---
4760
0.000
659.14
13.98
0.037 - - - --- - --_ -_
4780
0.000
659.14
13.98
0.036 - - - - - - -
4800
0.000
659.13
13.98
0.035 ---- -- -- ____ __- ----_ -
4820
0.000
659.13
13.98
0.034 - - - - - - -
4840
0.000
659.13
13.98
0.033 ----- - - - - _- -
4860
0.000
659.13
13.98
0.032 - --- ---- --- ---- - ___
4880
0.000
659.13
13.98
0.031 - - - - - - -
4900
0.000
659.12
13.98
0.030 -- ----- ---- --- ---- - _-
4920
0.000
659.12
13.98
0.030 - - - - - - -
4940
0.000
659.12
13.98
0.029 -- - - --- - - _-
4960
0.000
659.12
13.98
0.028
4980
0.000
659.12
13.98
0.027 -- -- - - - - -_
5000
0.000
659.11
13.98
0.027 --- --- -- ---- - ____ __-
43
Outflow
cfs
0.054
0.053
0.052
0.050
0.049
0.048
0.046
0.045
0.044
0.043
0.042
0.041
0.040
0.039
0.038
0.037
0.036
0.035
0.034
0.033
0.032
0.031
0.030
0.030
0.029
0.028
0.027
0.027

44
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
ds
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
5020
0.000
659.11
13.98
0.026 - - - --- -- -- -
0.026
5040
0.000
659.11
13.98
0.025 -- - - - - - -
0.025
5060
0.000
659.11
13.98
0.025 - - - - - - -
0.025
5080
0.000
659.11
13.98
0.024 -- - -- -- - -- -
0.024
5100
0.000
659.11
13.98
0.023 - - - - - - -
0.023
5120
0.000
659.11
13.98
0.023 - - --- - -- -- ---
0.023
5140
0.000
659.10
13.98
0.022 - - - -- - - -
0.022
5160
0.000
659.10
13.98
0.022 - - - - - - -
0.022
5180
0.000
659.10
13.98
0.021 --- - -- -- --- - -
0.021
5200
0.000
659.10
13.98
0.020 - - - - - - --
0.020
5220
0.000
659.10
13.91
0.020 - -- - ----- --- -- --
0.020
5240
0.000
659.10
13.74
0.020 - - - - - - -
0.020
5260
0.000
659.10
13.58
0.020 - - - -- - - ----
0.020
5280
0.000
659.10
13.41
0.019 --- - - - - -- ---
0.019
5300
0.000
659.09
13.26
0.019 - - - - - - --
0.019
5320
0.000
659.09
13.09
0.019 --- -- -- --- ---- -- -
0.019
5340
0.000
659.09
12.93
0.019 - - - - - - -
0.019
5360
0.000
659.09
12.78
0.018 - - -- -- --- - -----
0.018
5380
0.000
659.09
12.63
0.018 - --__ - _- _- - -
0.018
5400
0.000
659.09
12.47
0.018 - - - -- - - -
0.018
5420
0.000
659.09
12.33
0.018 --- -- --- --- --- ---- --
0.018
5440
0.000
659.09
12.17
0.018 - - - - - - -
0.018
5460
0.000
659.09
12.03
0.017 -- - -- - ___ __- -__
0.017
5480
0.000
659.08
11.88
0.017 - - - - - - -
0.017
5500
0.000
659.08
11.74
0.017 - - - - -- - --
0.017
5520
0.000
659.08
11.60
0.017 ----- -- - -- -- -- --
0.017
5540
0.000
659.08
11.46
0.017 - - - - - - -
0.017
5560
0.000
659.08
11.32
0.016 - - - --- -- - --
0.016

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
5580
0.000
659.08
11.18
0.016 -- — — — — — —
5600
0.000
659.08
11.05
0.016 — — — — — — —
5620
0.000
659.08
10.92
0.016 — — — -- -- — ---
5640
0.000
659.08
10.79
0.016 ----- ---- ----- --- — ----- -----
5660
0.000
659.08
10.65
0.015 ---- ----- — -- — ----- ----
5680
0.000
659.08
10.53
0.015 — --- — — — — —
5700
0.000
659.07
10.40
0.015 — — — — — — —
5720
0.000
659.07
10.28
0.015 — — -- --- — — —
5740
0.000
659.07
10.15
0.015 ----- --- --- -- — ----- -----
5760
0.000
659.07
10.03
0.014 -- ---- — -- --- ----- ---
End
45
Outflow
cfs
0.016
0.016
0.016
0.016
0.015
0.015
0.015
0.015
0.015
0.014

Hydrograph
Report
Hyd. 6 +
46
Hydraflow Hydrographs Extension for AutoCAD® Civil MO 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 12
(cfs)
(cfs)
(cfs)
POST OUTFALL
(cfs)
720
0.863
Hydrograph type
= Combine
Peak discharge
= 8.274 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 93,802 cuft
Inflow hyds.
= 5, 6, 7, 10
Contrib. drain. area
= 18.260 ac
Hydrograph Discharge Table
( Printed values -1 00% of Op Print interval = 10)
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
720
0.863
0.026
3.112
0.207
4.208
740
0.788
0.145
6.031
0.248
7.212
760
0.330
0.212 <<
2.392
0.261
3.195
780
0.246
0.186
1.446
0.270
2.148
800
0.206
0.128
1.154
0.276
1.763
820
0.178
0.095
0.981
0.281
1.535
840
0.155
0.080
0.848
0.285
1.370
860
0.139
0.071
0.746
0.289
1.244
880
0.132
0.063
0.692
0.292
1.180
900
0.125
0.059
0.655
0.295
1.133
920
0.118
0.056
0.616
0.307
1.096
940
0.110
0.053
0.575
0.362
1.099
960
0.102
0.050
0.532
0.401
1.084
980
0.095
0.046
0.493
0.429
1.063
1000
0.092
0.044
0.473
0.450
1.059
1020
0.090
0.042
0.458
0.466
1.056
1040
0.087
0.040
0.444
0.477
1.048
1060
0.084
0.039
0.429
0.483
1.036
1080
0.081
0.038
0.414
0.486
1.019
1100
0.078
0.037
0.398
0.486
0.999
1120
0.075
0.036
0.382
0.483
0.975
Continues on next page..

47
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1140
0.072
0.034
0.365
0.477
0.948
1160
0.069
0.033
0.349
0.469
0.919
1180
0.065
0.031
0.331
0.460
0.888
1200
0.062
0.030
0.314
0.448
0.854
1220
0.059
0.029
0.299
0.436
0.823
1240
0.059
0.027
0.293
0.425
0.805
1260
0.058
0.027
0.291
0.415
0.791
1280
0.058
0.027
0.288
0.406
0.778
1300
0.057
0.026
0.285
0.398
0.767
1320
0.057
0.026
0.282
0.390
0.755
1340
0.056
0.026
0.279
0.383
0.744
1360
0.056
0.026
0.277
0.376
0.734
1380
0.055
0.026
0.274
0.369
0.724
1400
0.055
0.025
0.271
0.363
0.714
1420
0.054
0.025
0.268
0.357
0.704
1440
0.053
0.025
0.265
0.352
0.695
1460
0.010
0.021
0.133
0.311
0.475
1480
0.000
0.012
0.009
0.296
0.316
1500
0.000
0.004
0.000
0.294
0.298
1520
0.000
0.000
0.000
0.292
0.293
1540
0.000
0.000
0.000
0.291
0.291
1560
0.000
0.000
0.000
0.289
0.289
1580
0.000
0.000
0.000
0.288
0.288
1600
0.000
0.000
0.000
0.286
0.286
1620
0.000
0.000
0.000
0.285
0.285
1640
0.000
0.000
0.000
0.283
0.283
1660
0.000
0.000
0.000
0.282
0.282
Continues on next page...

48
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1680
0.000
0.000
0.000
0.280
0.280
1700
0.000
0.000
0.000
0.279
0.279
1720
0.000
0.000
0.000
0.277
0.277
1740
0.000
0.000
0.000
0.276
0.276
1760
0.000
0.000
0.000
0.274
0.274
1780
0.000
0.000
0.000
0.273
0.273
1800
0.000
0.000
0.000
0.271
0.271
1820
0.000
0.000
0.000
0.270
0.270
1840
0.000
0.000
0.000
0.268
0.268
1860
0.000
0.000
0.000
0.267
0.267
1880
0.000
0.000
0.000
0.265
0.265
1900
0.000
0.000
0.000
0.264
0.264
1920
0.000
0.000
0.000
0.262
0.262
1940
0.000
0.000
0.000
0.261
0.261
1960
0.000
0.000
0.000
0.259
0.259
1980
0.000
0.000
0.000
0.258
0.258
2000
0.000
0.000
0.000
0.256
0.256
2020
0.000
0.000
0.000
0.255
0.255
2040
0.000
0.000
0.000
0.253
0.253
2060
0.000
0.000
0.000
0.251
0.251
2080
0.000
0.000
0.000
0.250
0.250
2100
0.000
0.000
0.000
0.248
0.248
2120
0.000
0.000
0.000
0.247
0.247
2140
0.000
0.000
0.000
0.245
0.245
2160
0.000
0.000
0.000
0.244
0.244
2180
0.000
0.000
0.000
0.242
0.242
2200
0.000
0.000
0.000
0.241
0.241
Continues on next page...

49
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
2220
0.000
0.000
0.000
0.239
0.239
2240
0.000
0.000
0.000
0.238
0.238
2260
0.000
0.000
0.000
0.236
0.236
2280
0.000
0.000
0.000
0.235
0.235
2300
0.000
0.000
0.000
0.233
0.233
2320
0.000
0.000
0.000
0.232
0.232
2340
0.000
0.000
0.000
0.230
0.230
2360
0.000
0.000
0.000
0.229
0.229
2380
0.000
0.000
0.000
0.227
0.227
2400
0.000
0.000
0.000
0.226
0.226
2420
0.000
0.000
0.000
0.224
0.224
2440
0.000
0.000
0.000
0.223
0.223
2460
0.000
0.000
0.000
0.221
0.221
2480
0.000
0.000
0.000
0.219
0.219
2500
0.000
0.000
0.000
0.218
0.218
2520
0.000
0.000
0.000
0.216
0.216
2540
0.000
0.000
0.000
0.214
0.214
2560
0.000
0.000
0.000
0.213
0.213
2580
0.000
0.000
0.000
0.211
0.211
2600
0.000
0.000
0.000
0.209
0.209
2620
0.000
0.000
0.000
0.208
0.208
2640
0.000
0.000
0.000
0.206
0.206
2660
0.000
0.000
0.000
0.204
0.204
2680
0.000
0.000
0.000
0.203
0.203
2700
0.000
0.000
0.000
0.201
0.201
2720
0.000
0.000
0.000
0.199
0.199
2740
0.000
0.000
0.000
0.198
0.198
Continues on next page...

50
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
2760
0.000
0.000
0.000
0.196
0.196
2780
0.000
0.000
0.000
0.194
0.194
2800
0.000
0.000
0.000
0.193
0.193
2820
0.000
0.000
0.000
0.191
0.191
2840
0.000
0.000
0.000
0.189
0.189
2860
0.000
0.000
0.000
0.187
0.187
2880
0.000
0.000
0.000
0.186
0.186
2900
0.000
0.000
0.000
0.184
0.184
2920
0.000
0.000
0.000
0.183
0.183
2940
0.000
0.000
0.000
0.181
0.181
2960
0.000
0.000
0.000
0.179
0.179
2980
0.000
0.000
0.000
0.178
0.178
3000
0.000
0.000
0.000
0.176
0.176
3020
0.000
0.000
0.000
0.174
0.174
3040
0.000
0.000
0.000
0.172
0.172
3060
0.000
0.000
0.000
0.171
0.171
3080
0.000
0.000
0.000
0.169
0.169
3100
0.000
0.000
0.000
0.167
0.167
3120
0.000
0.000
0.000
0.166
0.166
3140
0.000
0.000
0.000
0.164
0.164
3160
0.000
0.000
0.000
0.162
0.162
3180
0.000
0.000
0.000
0.161
0.161
3200
0.000
0.000
0.000
0.159
0.159
3220
0.000
0.000
0.000
0.157
0.157
3240
0.000
0.000
0.000
0.156
0.156
3260
0.000
0.000
0.000
0.154
0.154
3280
0.000
0.000
0.000
0.152
0.152
Continues on next page...

51
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
3300
0.000
0.000
0.000
0.151
0.151
3320
0.000
0.000
0.000
0.149
0.149
3340
0.000
0.000
0.000
0.147
0.147
3360
0.000
0.000
0.000
0.146
0.146
3380
0.000
0.000
0.000
0.144
0.144
3400
0.000
0.000
0.000
0.142
0.142
3420
0.000
0.000
0.000
0.140
0.140
3440
0.000
0.000
0.000
0.139
0.139
3460
0.000
0.000
0.000
0.137
0.137
3480
0.000
0.000
0.000
0.135
0.135
3500
0.000
0.000
0.000
0.134
0.134
3520
0.000
0.000
0.000
0.132
0.132
3540
0.000
0.000
0.000
0.130
0.130
3560
0.000
0.000
0.000
0.129
0.129
3580
0.000
0.000
0.000
0.127
0.127
3600
0.000
0.000
0.000
0.126
0.126
3620
0.000
0.000
0.000
0.124
0.124
3640
0.000
0.000
0.000
0.122
0.122
3660
0.000
0.000
0.000
0.120
0.120
3680
0.000
0.000
0.000
0.118
0.118
3700
0.000
0.000
0.000
0.117
0.117
3720
0.000
0.000
0.000
0.115
0.115
3740
0.000
0.000
0.000
0.113
0.113
3760
0.000
0.000
0.000
0.112
0.112
3780
0.000
0.000
0.000
0.110
0.110
3800
0.000
0.000
0.000
0.108
0.108
3820
0.000
0.000
0.000
0.107
0.107
Continues on next page...

52
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
3840
0.000
0.000
0.000
0.105
0.105
3860
0.000
0.000
0.000
0.103
0.103
3880
0.000
0.000
0.000
0.102
0.102
3900
0.000
0.000
0.000
0.100
0.100
3920
0.000
0.000
0.000
0.099
0.099
3940
0.000
0.000
0.000
0.097
0.097
3960
0.000
0.000
0.000
0.095
0.095
3980
0.000
0.000
0.000
0.093
0.093
4000
0.000
0.000
0.000
0.091
0.091
4020
0.000
0.000
0.000
0.089
0.089
4040
0.000
0.000
0.000
0.087
0.087
4060
0.000
0.000
0.000
0.085
0.085
4080
0.000
0.000
0.000
0.084
0.084
... End

53
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
29.01
2
736
144,742
—
PRE DA 1
2
SCS Runoff
5.039
2
728
19,344
—
PRE DA 2
3
Combine
32.99
2
736
164,086
1,2
PRE OUTFALL
5
SCS Runoff
4.556
2
726
15,648
POST DA -1 OFFSITE
6
SCS Runoff
0.902
2
750
7,014
POST DA -2 BYPASS NORTH
7
SCS Runoff
18.62
2
732
79,522
POST DA -3 BYPASS SOUTH
8
SCS Runoff
51.38
2
716
103,728
POST DA -4 TO POND
10
Reservoir
10.79
2
726
102,240
8
661.19
46,571
RESERVOIR
12
Combine
32.62
2
728
204,424
5, 6, 7,
—
POST OUTFALL
10,
WPD-1 ROUTING final dfr.gpw
Return Period: 10 Year
Tuesday, 05 / 24 / 2016

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
(min
cfs)
PRE DA 1
cfs)
696
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 26.880 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
696
0.353
1056
1.606
716
8.338
1076
1.547
736
29.01
1096
1.487
1116
1.425
756
18.01
1136
1.363
776
6.779
1156
1.301
796
4.929
1176
1.237
816
4.064
1196
1.172
836
3.463
1216
1.111
856
2.997
1236
1.074
876
2.703
1256
1.059
896
2.532
1276
1.049
916
2.378
1296
1.038
936
2.218
1316
1.026
956
2.055
1336
1.015
976
1.894
1356
1.004
996
1.785
1376
0.992
1016
1.720
1396
0.980
1036
1.664
Time -- Outflow
(min
cfs)
1416
0.969
1436
0.957
1456
0.734
End
54
Tuesday, 05 / 24 / 2016
= 29.01 cfs
= 736 min
= 144,742 cuft
= 62.000
= Oft
= 34.4 min
= Type II
= 484
( Printed values - 1 00% of op Print interval =10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2016 by Autodesk, Inc. v11
Hyd. No. 2
Time -- Outflow
(min
PRE DA 2
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.850 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
698
0.056
1058
0.218
1418
0.134
718
2.813
1078
0.210
1438
0.133
738
3.616
1098
0.202
1458
0.052
758
1.085
1118
0.193
... End
778
0.735
1138
0.185
798
0.596
1158
0.176
818
0.507
1178
0.167
838
0.437
1198
0.158
858
0.383
1218
0.151
878
0.358
1238
0.148
898
0.338
1258
0.147
918
0.316
1278
0.145
938
0.294
1298
0.144
958
0.271
1318
0.142
978
0.251
1338
0.141
998
0.242
1358
0.139
1018
0.234
1378
0.138
1038
0.226
1398
0.136
55
Tuesday, 05 / 24 / 2016
= 5.039 cfs
= 728 min
= 19,344 cuft
= 60.000
= Oft
= 21.2 min
= Type II
= 484
( Printed values >= 100% of Op Print interval = 10)

Hydrograph
Report
Hyd. 2 =
56
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 3
(cfs)
700
0.636
PRE OUTFALL
0.727
720
13.47
Hydrograph type
= Combine
Peak discharge
= 32.99 cfs
Storm frequency
= 10 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 164,086 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 30.730 ac
Hydrograph Discharge Table
( Printed values -1 00% of Qp Print interval = 10)
Time
Hyd.1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
700
0.636
0.090
0.727
720
13.47
3.480
16.95
740
27.96
3.247
31.21
760
15.05
1.032
16.08
780
6.283
0.717
7.000
800
4.711
0.586
5.297
820
3.929
0.499
4.428
840
3.361
0.430
3.792
860
2.922
0.380
3.302
880
2.663
0.356
3.020
900
2.501
0.336
2.837
920
2.346
0.314
2.660
940
2.186
0.292
2.478
960
2.021
0.269
2.290
980
1.867
0.250
2.117
1000
1.770
0.241
2.011
1020
1.709
0.233
1.943
1040
1.652
0.226
1.878
1060
1.594
0.217
1.811
1080
1.535
0.209
1.744
1100
1.474
0.201
1.675
Continues on next page...

57
PRE OUTFALL
Hydrograph Discharge Table
Time
Hyd. 1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
1120
1.413
0.192
1.606
1140
1.351
0.184
1.535
1160
1.288
0.175
1.463
1180
1.224
0.166
1.390
1200
1.160
0.157
1.317
1220
1.101
0.150
1.251
1240
1.070
0.148
1.218
1260
1.057
0.147
1.204
1280
1.046
0.145
1.191
1300
1.035
0.144
1.179
1320
1.024
0.142
1.166
1340
1.013
0.141
1.153
1360
1.001
0.139
1.140
1380
0.990
0.137
1.127
1400
0.978
0.136
1.114
1420
0.966
0.134
1.100
1440
0.954
0.133
1.087
1460
0.620
0.042
0.662
.End

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 1
Hyd. No. 5
(min
cfs)
POST DA -1 OFFSITE
cfs)
698
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.170 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
698
0.060
1058
0.176
718
2.934
1078
0.169
738
2.451
1098
0.162
758
0.815
1118
0.155
778
0.574
1138
0.148
798
0.470
1158
0.141
818
0.401
1178
0.134
838
0.347
1198
0.127
858
0.306
1218
0.121
878
0.288
1238
0.120
898
0.271
1258
0.119
918
0.254
1278
0.117
938
0.236
1298
0.116
958
0.217
1318
0.115
978
0.202
1338
0.114
998
0.195
1358
0.112
1018
0.189
1378
0.111
1038
0.182
1398
0.110
Time -- Outflow
(min cfs)
1418 0.108
1438 0.107
.End
58
Tuesday, 05 / 24 / 2016
= 4.556 cfs
= 726 min
= 15,648 cult
= 60.000
= Oft
= 19.1 min
= Type II
= 484
( Printed values >=1 00% of Op Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11
Hyd. No. 6
Time -- Outflow
(min
POST DA -2 BYPASS
NORTH
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.780 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
708
0.013
1068
0.088
1428
0.054
728
0.401
1088
0.085
1448
0.052
748
0.895
1108
0.082
1468
0.038
768
0.783
1128
0.079
1488
0.018
788
0.524
1148
0.075
...End
808
0.281
1168
0.072
828
0.222
1188
0.069
848
0.188
1208
0.065
868
0.164
1228
0.062
888
0.148
1248
0.060
908
0.137
1268
0.059
928
0.129
1288
0.058
948
0.121
1308
0.058
968
0.112
1328
0.057
988
0.104
1348
0.056
1008
0.098
1368
0.056
1028
0.094
1388
0.055
1048
0.091
1408
0.055
59
Tuesday, 05 / 24 / 2016
= 0.902 cfs
= 750 min
= 7,014 cuft
= 56.000
= Oft
= 54.3 min
= Type II
= 484
( Printed values >= 1 00% of Op Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2016 by Autodesk, Inc. v11
Hyd. No. 7
(min
cfs)
POST DA -3 BYPASS
SOUTH
684
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 13.310 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
684
0.202
1044
0.862
704
1.231
1064
0.831
724
14.69
1084
0.799
744
13.54
1104
0.766
764
4.248
1124
0.733
784
2.872
1144
0.700
804
2.312
1164
0.666
824
1.955
1184
0.632
844
1.680
1204
0.598
864
1.481
1224
0.571
884
1.378
1244
0.561
904
1.296
1264
0.556
924
1.211
1284
0.550
944
1.124
1304
0.544
964
1.035
1324
0.538
984
0.962
1344
0.531
1004
0.923
1364
0.525
1024
0.893
1384
0.519
Time -- Outflow
(min
cfs)
1404
0.513
1424
0.506
1444
0.486
WQT1*1
60
Tuesday, 05 / 24 / 2016
= 18.62 cfs
= 732 min
= 79,522 cuft
= 64.000
= Oft
= 27.8 min
= Type II
= 484
( Printed values >= 100% of op Print interval =10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc, v11
Hyd. No. 8
(min
cfs)
POST DA -4 TO POND
cfs)
634
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.470 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
634
0.531
994
1.009
654
0.828
1014
0.973
674
1.376
1034
0.937
694
3.073
1054
0.900
714
43.47
1074
0.863
734
6.746
1094
0.826
754
3.802
1114
0.788
774
3.022
1134
0.751
794
2.475
1154
0.713
814
2.089
1174
0.674
834
1.802
1194
0.636
854
1.614
1214
0.614
874
1.517
1234
0.607
894
1.418
1254
0.600
914
1.318
1274
0.593
934
1.216
1294
0.585
954
1.113
1314
0.578
974
1.044
1334
0.571
Time -- Outflow
(min
cfs)
1354
0.564
1374
0.557
1394
0.549
1414
0.542
1434
0.534
..End
61
Tuesday, 05 / 24 / 2016
= 51.38 cfs
= 716 min
= 103,728 cuft
= 74.000
= Oft
= 5.0 min
= Type II
= 484
( Printed values - 1 00% of Op Print interval =10)

Hydrograph
Report
Elevation
62
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 10
outflow
(min)
ds
RESERVOIR
ds
ds ds
ds ds ds
Hydrograph type
= Reservoir
Peak discharge
= 10.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 102,240 cuft
Inflow hyd. No.
= 8 - POST DA -4
TO POWervoir name
= WPD-1
Max. Elevation
= 661.19 ft
Max. Storage
= 46,571 cuft
Storage Indication method used.
Hydrograph Discharge Table ( Printed values >= 1 00% of QP Print interval =10)
Time
Inflow
Elevation
Clv A
Clv B Civ C
PfRsr Wr A Wr B
Wr C Wr D Exfil
outflow
(min)
ds
ft
ds
ds ds
ds ds ds
ds ds ds
ds
700
8.086
659.37
13.98
0.115 --
- - -
-- - --
0.115
720
41.26
660.98
13.98
0.322 --
- - -
2.614 - -
2.936
740
5.855
661.12
13.98
0.334 -
- 1.850 -
5.251 - --
7.435
760
3.513
661.04
13.98
0.327 -
- 0.603 --
3.757 - --
4.687
780
2.806
661.00
13.98
0.324 ----
- 0.058 ----
2.995 - -
3.377
800
2.359
660.98
13.98
0.321 --
-- - ----
2.538 -- ----
2.860
820
2.001
660.95
13.98
0.319 ----
-----
2.129 - -----
2.448
840
1.716
660.93
13.98
0.317 ----
- - -
1.781 - ----
2.098
860
1.585
660.91
13.98
0.316 ---
- - --
1.513 - -
1.829
880
1.487
660.90
13.98
0.315 -
- - -
1.345 - -
1.659
900
1.388
660.89
13.98
0.314 -
- --- -
1.243 -- ---
1.557
920
1.287
660.88
13.98
0.313 --
--- -- -
1.143 - -
1.456
940
1.185
660.87
13.98
0.312 -
- --- ----
1.043 -- -
1.355
960
1.081
660.86
13.98
0.311 --
---- ----- ----
0.941 --- ----
1.253
980
1.034
660.85
13.98
0.311 -
-- -- ----
0.851 -- -
1.162
1000
0.998
660.85
13.98
0.310 -
--- --- ----
0.785 -- -----
1.095
1020
0.962
660.84
13.98
0.310 ---
-- -- -----
0.732 --- -
1.042
1040
0.926
660.84
13.98
0.309 -
--- _- _-
0.688 -_ ___
0.997
1060
0.889
660.84
13.98
0.309 --
- -- ----
0.647 -- --
0.956
1080
0.852
660.83
13.98
0.309 -
- -- ---
0.608 -- -
0.917
Continues on next page...

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A
Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
1100
0.815
660.83
13.98
0.308 - - -
- 0.570 - -----
1120
0.777
660.82
13.98
0.308 - - --
- 0.532 ----- ----
1140
0.739
660.82
13.98
0.308 - -- -
-- 0.494 ---- -
1160
0.701
660.82
13.98
0.307 - - -
-- 0.457 - --
1180
0.663
660.81
13.98
0.307 --- ----- ---
---- 0.420 - -
1200
0.624
660.81
13.98
0.307 - --- -
--- 0.382 - -
1220
0.612
660.81
13.98
0.307 --- ----- --
- 0.349 - -
1240
0.605
660.81
13.98
0.306 ----- - -
- 0.328 -- -
1260
0.598
660.80
13.98
0.306 ---- ---- -
- 0.312 - -
1280
0.590
660.80
13.98
0.306 -- - -
- 0.301 - -
1300
0.583
660.80
13.98
0.306 --- --- -
- 0.292 - -
1320
0.576
660.80
13.98
0.306 - - -
- 0.284 -- --
1340
0.569
660.80
13.98
0.306 -- - -
- 0.276 -- ----
1360
0.562
660.80
13.98
0.306 - - -
----- 0.268 -----
1380
0.554
660.80
13.98
0.306 - - ---
- 0.261 -- -
1400
0.547
660.80
13.98
0.306 - - --
-- 0.258 -_ -
1420
0.540
660.80
13.98
0.306 --- ---- -
-- 0.255 --- -
1440
0.532
660.80
13.98
0.306 ----- ---- -
- 0.252 -- -
1460
0.000
660.77
13.98
0.303 - - -
- 0.191 - -
1480
0.000
660.75
13.98
0.301 - - -
- 0.126 ---- --
1500
0.000
660.73
13.98
0.299 - - -
--- 0.070 -----
1520
0.000
660.71
13.98
0.297 - --- -----
----- 0.022 ---- ---
1540
0.000
660.69
13.98
0.296 -- ---- -----
--- -- ____ -
1560
0.000
660.68
13.98
0.294 --- -- -
-- - - -_
1580
0.000
660.66
13.98
0.293 - - -
- - - -
1600
0.000
660.64
13.98
0.291 -- - -
- - - -
1620
0.000
660.63
13.98
0.290 - - -
- - - -
1640
0.000
660.61
13.98
0.288 - - -
_--- - -_ _-
63
Outflow
cfs
0.878
0.840
0.803
0.765
0.727
0.688
0.656
0.634
0.619
0.608
0.598
0.590
0.582
0.574
0.567
0.563
0.561
0.557
0.494
0.427
0.369
0.319
0.296
0.294
0.293
0.291
0.290
0.288

64
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
ds
ft
cfs
cfs - cfs cfs cfs cfs cfs cfs cfs
I cfs
1660
0.000
660.60
13.98
0.287 - - - -- - - -
0.287'
1680
0.000
660.58
13.98
0.285 - - - - -- -- -
I
0.285
1700
0.000
660.57
13.98
0.284 - - - - - - -
110.284
1720
0.000
660.55
13.98
0.282 - - - - -
1740
0.000
660:54
13.98
0.281 - - - - - - -
0.281
i
1760
0.000
660.52
13.98
0.279 - - - - - - -
0.279
1780
0.000
660.50
13.98
0.278 - - - - - - -
0.278
1800
0.000
660.49
13.98
0.276 - - - - - - -
0.276
1820
0.000
660.47
13.98
0.275 - - - -- - - -
0.275 _
1840
0.000
660.46
13.98
0.273 - - -- - - - -
0.273
1860
0.000
660.45
13.98
0.271 - - - --- - - -
0.271
1880
0.000
660.43
13.98
0.270 - - - ---- ----- - ---
0.270
1900
0.000
660.42
13.98
0.268 - - - - - - ---
i
0.268
1920
0.000
660.40
13.98
0.267 - - - - - --
0.267
1940
0.000
660.39 •
13.98
0.265 - - - - - - -
0.265
1960
0.000
660.37
13.98
0.264 --- - - = - - -
0.264
F
1980
0.000
660.36
13.98
0.262 - ---- - -- - - -
0.262
2000
0.000
660.34
13.98
0.261 - - - --- --- --- -
0.261
2020
0.000
660.33
13.98
0.259 - - -- - ---- ---
0.259
2040
0.000
660.32
13.98
0.258 - - - - - -- ----
0.258
2060,
0.000
660.30
13.98
0.256 - - - - - - -
0.256
2080
0.000
660.29
13.98
0.255 -- - - - - - -
0.255
2100
0.000
- 660.27
13.98
0.253 - - - - - - -
0.253
2120
0.000
660.26
13.98
0.252 --- - --- - - - -
0.252
t
2140
0.000
660.25
13.98
0.250 - - - -- - - -
0.250
2160
0.000
660.23
- 13.98
0.249 - - - - -- -- -
0.249
2180
0.000
660.22
13.98
0.247 - - - - - -
0.247
2200
0.000
660.21
13.98
0.246 - - - - - - -
0.246

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
2220
0.000
660.19
13.98
0.244 - -- - - -- ---- --
2240
0.000
660.18
13.98
0.243 ---- ----- --- - - - -
2260
0.000
660.17
13.98
0.241 - - - - - - -
2280
0.000
660.15
13.98
0.240 - - -- - - --- -----
2300
0.000
660.14
13.98
0.238 - ----- ---- -- -- -- -
2320
0.000
660.13
13.98
0.237 ---- ---- - - - - ---
2340
0.000
660.11
13.98
0.235 - - - -- - --- -----
2360
0.000
660.10
13.98
0.234 ---- - ---- ---- - --- -
2380
0.000
660.09
13.98
0.232 ----- - - - - - --
2400
0.000
660.08
13.98
0.230
2420
0.000
660.06
13.98
0.229
2440
0.000
660.05
13.98
0.227 ---- ----- -- - - - -
2460
0.000
660.04
13.98
0.226 - - - -- ---- -- -_
2480
0.000
660.03
13.98
0.224 -- ----- ---- ----- ---_ - -__
2500
0.000
660.02
13.98
0.223 ----- - - - - - -
2520
0.000
660.00
13.98
0.221 -- - - - - - _-
2540
0.000
659.99
13.98
0.220
2560
0.000
659.98
13.98
0.218 ----- - -- - - - -
2580
0.000
659.96
13.98
0.216
2600
0.000
659.95
13.98
0.215 -- ---- --- ----- - -_ -_
2620
0.000
659.94
13.98
0.213 - - - - - - _-
2640
0.000
659.93
13.98
0.211 - ---- -- _____ ----- _____
2660
0.000
659.91
13.98
0.210 -- ---- -- -- - - -
2680
0.000
659.90
13.98
0.208
2700
0.000
659.89
13.98
0.206
2720
0.000
659.88
13.98
0.205 ---- --- - -_ - - -
2740
0.000
659.86
13.98
0.203 -- - - - - -_ -
2760
0.000
659.85
13.98
0.201 -- ----- --- -__ _- -_ -
65
Outflow
cfs
0.244
0.243
0.241
0.240
0.238
0.237
0.235
0.234
0.232
0.230
0.229
0.227
0.226
0.224
0.223
0.221
0.220
0.218
0.216
0.215
0.213
0.211
0.210
0.208
0.206
0.205
0.203
0.201

66
RESERVOIR
{
Hydrograph Discharge Table
Time
Inflow -
Elevation
Civ A
Clv B Civ C, PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
2780 '
0.000
659.84
13.98
0.200 - - - - - -- -
i 0.200,
2800
0.000 •
659.83
13.98
0.198- - - -- . - - - -
0.198
2820
0.000
659.81
13.98
0.196 - -
10.196
2840
0.000
659.80
13.98
0.195 - - - - - - -0.195
i
2860
6.000.,
659.79
13.98
0.193 - - - - - - -
10.193
1
2880
0.000
659.78
13.98
1 1 - - - - ---- -- -
0.191'
. 9
i 0.191
2900
0.000
659.77
13.98
0.189 - - - - - - ---
0.189
2920
0.000
659.76
13.98
0.188 - -- - - -- - • -
0.188
i
2940,
0.000
659.75
13.98
0.186 - - - - --- - ---
0.186
2960
0.000
659.73
13.98
0.184 - - - - - - -- --
0.184
2980
0.000
659.72,
13.98
0.183 - - - - - - -
i
0.183
3000
0.000
659.71 -
13.98
0.181 - - - - - --- --
0.181
3020
0.000
659.70
13.98
0.180 - - = - - - --
0.180
3040
0.000
659.69
13.98
0.178 - - --- - - - -
0.178
3060
0.000
659.68
13.98
0.176 - - -- ----- --- --- -
0.176
3080
0.000
659.67
13.98
0.174 - - - - - - --
0.174
3100
0.000
659.66
13.98
0.173 - - -- - - -- -
0."173
3120
0.000
659.65
13.98
0.171 --- - - - - --- -
0.171
3140
0.000
659.64
13.98
0.169 - - - - - - -
0.169
3160
0.000
659.63
13.98
0.168 - - -- --- ---- ---- -
0.168
3180 •
0.000
659.62
13.98
0.166 - - - - - - -
0.166
3200
0.000
659.61
13.98
0.164 - --- -- - - - -
0.164
3220
0.000
659.60
13.98
0.163 - - - -- -- ----- ---
0.163
3240
0.000
659.59
13.98
0.161 ---- - = - -- - -
0.161
3260
0.000
659.58
13.98
0.159 -__ __- _- -__ ____ - -
0.159
3280
0.000
659.57
13.98
0.158 - - - - -- -- -
0.158
3300
0.000
659.56
13.98
0.156 - - - - - -= -
0.156
3320
0.000
659.55
13.98
0.154 - - -_ -__ _____' __� -
0.154

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
3340
0.000
659.54
13.98
0.152
3360
0.000
659.53
13.98
0.151 --- - -- - - - -
3380
0.000
659.52
13.98
0.149 -- --- - - - - --
3400
0.000
659.52
13.98
0.148 - - - - - --- -
3420
0.000
659.51
13.98
0.146 - - - -- - --- ----
3440
0.000
659.50
13.98
0.144
3460
0.000
659.49
13.98
0.143 --- ----- ---- --- - - -
3480
0.000
659.48
13.98
0.141 --- -- - - - - -
3500
0.000
659.47
13.98
0.139 - -- - - - - -
3520
0.000
659.46
13.98
0.137 - - - - - - --
3540
0.000
659.46
13.98
0.136 - - - - -- - --
3560
0.000
659.45
13.98
0.134 - --- ---- ----- --- ---- --
3580
0.000
659.44
13.98
0.132 ---- ----- -- - -- - -
3600
0.000
659.43
13.98
0.131 - --- - - - - -
3620
0.000
659.42
13.98
0.129 -- -- - - - - -
3640
0.000
659.42
13.98
0.127 - - - - - - -
3660
0.000
659.41
13.98
0.126 - - - -- -- ---- -----
3680
0.000
659.40
13.98
0.124 - ---- ----- ----- ---- - _-_
3700
0.000
659.39
13.98
0.122 --- - - - - - -
3720
0.000
659.39
13.98
0.121 - - -- - - - -
3740
0.000
659.38
13.98
0.119
3760
0.000
659.37
13.98
0.117 - ---- -- ----- --- __- ___
3780
0.000
659.37
13.98
0.115 ----- - - -- - - __-
3800
0.000
659.36
13.98
0.114 -- --- -- - - - -
3820
0.000
659.35
13.98
0.112 -- - - - - - _-
3840
0.000
659.35
13.98
0.110 - - - - - - -
3860
0.000
659.34
13.98
0.109
End
67
Outflow
cfs
0.152
0.151
0.149
0.148
0.146
0.144
0.143
0.141
0.139
0.137
0.136
0.134
0.132
0.131
0.129
0.127
0.126
0.124
0.122
0.121
0.119
0.117
0.115
0.114
0.112
0.110
0.109

Hydrograph
Report
Hyd. 6 +
6s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 12
(cfs)
(cfs)
(cfs)
POST OUTFALL
(cfs)
700
0.097
Hydrograph type
= Combine
Peak discharge
= 32.62 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 204,424 cuft
Inflow hyds.
= 5, 6, 7, 10
Contrib. drain. area
= 18.260 ac
Hydrograph Discharge Table
( Printed values - 100% of Op Print interval = 10)
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
700
0.097
0.000
0.738
0.115
0.951
720
3.580
0.196
11.00
2.936
17.71
740
2.062
0.739
15.62
7.435
25.85
760
0.774
0.854
5.218
4.687
11.53
780
0.562
0.638
3.050
3.377
7.628
800
0.462
0.346
2.400
2.860
6.067
820
0.395
0.241
2.018
2.448
5.102
840
0.342
0.201
1.731
2.098
4.371
860
0.303
0.173
1.512
1.829
3.816
880
0.286
0.153
1.395
1.659
3.494
900
0.269
0.141
1.313
1.557
3.280
920
0.252
0.132
1.228
1.456
3.068
940
0.234
0.124
1.142
1.355
2.854
960
0.215
0.116
1.053
1.253
2.636
980
0.201
0.107
0.973
1.162
2.443
1000
0.194
0.100
0.930
1.095
2.319
1020
0.188
0.096
0.899
1.042
2.225
1040
0.182
0.092
0.868
0.997
2.139
1060
0.175
0.089
0.837
0.956
2.057
1080
0.168
0.086
0.805
0.917
1.976
1100
0.162
0.083
0.773
0.878
1.896
Continues on next page...

69
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1120
0.155
0.080
0.740
0.840
1.815
1140
0.148
0.077
0.707
0.803
1.734
1160
0.141
0.073
0.673
0.765
1.652
1180
0.133
0.070
0.639
0.727
1.569
1200
0.126
0.066
0.605
0.688
1.486
1220
0.121
0.063
0.575
0.656
1.415
1240
0.120
0.061
0.563
0.634
1.377
1260
0.118
0.059
0.557
0.619
1.353
1280
0.117
0.058
0.551
0.608
1.334
1300
0.116
0.058
0.545
0.598
1.317
1320
0.115
0.057
0.539
0.590
1.300
1340
0.114
0.057
0.533
0.582
1.285
1360
0.112
0.056
0.526
0.574
1.269
1380
0.111
0.055
0.520
0.567
1.253
1400
0.110
0.055
0.514
0.563
1.242
1420
0.108
0.054
0.508
0.561
1.231
1440
0.107
0.054
0.501
0.557
1.219
1460
0.020
0.045
0.251
0.494
0.811
1480
0.000
0.025
0.017
0.427
0.469
1500
0.000
0.009
0.000
0.369
0.378
.End

70
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd. Inflow
volume hyd(s)
(cult)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
54.61
2
736
256,113
PRE DA 1
2
SCS Runoff
9.765
2
728
35,036 —
PRE DA 2
3
Combine
62.33
2
734
291,149 1,2
—
PRE OUTFALL
5
SCS Runoff
8.755
2
726
28,342 —
—
—
POST DA -1 OFFSITE
6
SCS Runoff
1.970
2
748
13,400
POST DA -2 BYPASS NORTH
7
SCS Runoff
33.68
2
732
137,701 —
—
—
POST DA -3 BYPASS SOUTH
8
SCS Runoff
80.81
2
716
164,157
POST DA -4 TO POND
10
Reservoir
47.04
2
722
162,658 8
661.84
61,619
RESERVOIR
12
Combine
81.96
2
724
342,100 5, 6, 7,
—
—
POST OUTFALL
10,
WPD-1 ROUTING final dfr.gpw
Return Period: 50 Year
Tuesday, 05 / 24 / 2016

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil M 2016 by Autodesk, Inc. v11
Hyd. No. 1
Time -- Outflow
(min
PRE DA 1
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 26.880 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
658
0.581
1018
2.713
1378
1.540
678
1.245
1038
2.619
1398
1.521
698
2.829
1058
2.524
1418
1.501
718
23.90
1078
2.427
1438
1.482
738
53.70
1098
2.329
1458
1.054
758
28.89
1118
2.230
...End
778
10.78
1138
2.130
798
7.885
1158
2.029
818
6.500
1178
1.927
838
5.524
1198
1.825
858
4.771
1218
1.729
878
4.311
1238
1.675
898
4.032
1258
1.652
918
3.775
1278
1.634
938
3.511
1298
1.615
958
3.242
1318
1.596
978
2.985
1338
1.578
998
2.816
1358
1.559
71
Tuesday, 05 1 24 1 2016
= 54.61 cfs
= 736 min
= 256,113 cuft
= 62.000
= Oft
= 34.4 min
= Type II
= 484
( Printed values >= 1 00% of Qp Print interval =10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2016 by Autodesk, Inc. v11
Hyd. No. 2
Time -- Outflow
(min
PRE DA 2
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.850 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
668
0.106
1028
0.370
1388
0.216
688
0.261
1048
0.357
1408
0.213
708
1.632
1068
0.343
1428
0.210
728
9.765
1088
0.330
1448
0.177
1108
0.316
748
3.170
... End
1128
0.302
768
1.455
1148
0.287
788
1.099
1168
0.273
808
0.910
1188
0.259
828
0.775
1208
0.244
848
0.668
1228
0.237
868
0.604
1248
0.234
888
0.568
1268
0.231
908
0.532
1288
0.229
928
0.496
1308
0.226
948
0.458
1328
0.224
968
0.420
1348
0.221
988
0.396
1368
0.218
1008
0.383
72
Tuesday, 05 / 24 / 2016
= 9.765 cfs
= 728 min
= 35,036 cuft
= 60.000
= Oft
= 21.2 min
= Type II
= 484
( Printed values- 100% of Op Print interval =10)

Hydrograph
Report
Hyd. 2 =
73
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by
Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 3
660
0.632
0.070
PRE OUTFALL
680
1.338
0.185
Hydrograph type
= Combine
Peak discharge
= 62.33 cfs
Storm frequency
= 50 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 291,149 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 30.730 ac
Hydrograph Discharge Table
( Printed values >= 1 00% of Op Print interval = 10)
Time
Hyd.1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(ofs)
660
0.632
0.070
0.702
680
1.338
0.185
1.523
700
3.276
0.582
3.858
720
28.71
7.340
36.05
740
51.91
5.904
57.82
760
26.08
1.752
27.84
780
10.38
1.203
11.58
800
7.709
0.975
8.683
820
6.388
0.826
7.214
840
5.439
0.709
6.148
860
4.711
0.623
5.334
880
4.279
0.582
4.861
900
4.007
0.547
4.554
920
3.748
0.510
4.259
940
3.484
0.473
3.957
960
3.215
0.435
3.650
980
2.963
0.404
3.367
1000
2.804
0.388
3.193
1020
2.704
0.375
3.079
1040
2.610
0.362
2.972
1060
2.514
0.349
2.863
Continues on next page...

74
PRE OUTFALL
Hydrograph Discharge Table
Time
Hyd.1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
1080
2.417
0.335
2.752
1100
2.319
0.321
2.641
1120
2.220
0.307
2.528
1140
2.120
0.293
2.413
1160
2.019
0.279
2.298
1180
1.917
0.264
2.182
1200
1.814
0.250
2.064
1220
1.721
0.239
1.960
1240
1.672
0.235 ,
1.907
1260
1.650
0.232
1.883
1280
1.632
0.230
1.862
1300
1.613
0.227
1.841
1320
1.595
0.225
1.819
1340
1.576
0.222
1.798
1360
1.557
0.219
1.776
1380
1.538
0.217
1.755
1400
1.519
0.214
1.733
1420
1.499
0.211
1.711
1440
1.480
0.209
1.688
1460
0.961
0.065
1.026
F97, 01

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 1
Hyd. No. 5
(min
cfs)
POST DA -1 OFFSITE
cfs)
668
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.170 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
668
0.096
1028
0.298
688
0.233
1048
0.287
708
1.650
1068
0.276
728
8.339
1088
0.265
748
1.832
1108
0.254
768
1.103
1128
0.242
788
0.862
1148
0.231
808
0.720
1168
0.219
828
0.614
1188
0.208
848
0.530
1208
0.196
868
0.484
1228
0.191
888
0.456
1248
0.189
908
0.427
1268
0.187
928
0.397
1288
0.185
948
0.366
1308
0.183
968
0.336
1328
0.181
988
0.319
1348
0.178
1008
0.309
1368
0.176
Time -- Outflow
(min
cfs)
1388
0.174
1408
0.172
1428
0.170
1448
0.133
End
75
Tuesday, 05 / 24 / 2016
= 8.755 cfs
= 726 min
= 28,342 cuft
= 60.000
= Oft
= 19.1 min
= Type II
= 484
( Printed values >= 1 00% of Qp Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 6
(min
cfs)
POST DA -2 BYPASS
NORTH
696
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.780 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
696
0.022
1056
0.150
716
0.359
1076
0.145
736
1.499
1096
0.139
756
1.881
1116
0.134
776
1.381
1136
0.128
796
0.732
1156
0.122
816
0.444
1176
0.117
836
0.360
1196
0.111
856
0.307
1216
0.105
876
0.269
1236
0.100
896
0.244
1256
0.098
916
0.227
1276
0.096
936
0.213
1296
0.095
956
0.198
1316
0.094
976
0.183
1336
0.093
996
0.171
1356
0.092
1016
0.162
1376
0.091
1036
0.155
1396
0.090
Time -- Outflow
(min
cfs)
1416
0.089
1436
0.088
1456
0.079
1476
0.048
...End
76
Tuesday, 05 / 24 / 2016
= 1.970 cfs
= 748 min
= 13,400 cult
= 56.000
= Oft
= 54.3 min
= Type II
= 484
( Printed values >= 1 00% of Qp Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11
Hyd. No. 7
(min
cfs)
POST DA -3 BYPASS
SOUTH
644
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 13.310 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
644
0.346
1004
1.439
664
0.639
1024
1.390
684
1.169
1044
1.340
704
3.503
1064
1.289
724
27.82
1084
1.238
744
23.56
1104
1.186
764
6.920
1124
1.134
784
4.628
1144
1.081
804
3.701
1164
1.028
824
3.113
1184
0.975
844
2.665
1204
0.921
864
2.342
1224
0.880
884
2.173
1244
0.864
904
2.038
1264
0.854
924
1.901
1284
0.844
944
1.760
1304
0.834
964
1.618
1324
0.825
984
1.501
1344
0.815
Time -- Outflow
(min
cfs)
1364
0.805
1384
0.795
1404
0.784
1424
0.774
1444
0.743
End
77
Tuesday, 05 / 24 / 2016
= 33.68 cfs
= 732 min
= 137,701 cult
= 64.000
= Oft
= 27.8 min
= Type II
= 484
( Printed values - 100% of Op Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v11
Hyd. No. 8
(min
cfs)
POST DA -4 TO POND
cfs)
606
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.470 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
606
0.815
966
1.544
626
1.117
986
1.490
646
1.569
1006
1.437
666
2.254
1026
1.383
686
3.678
1046
1.329
706
27.10
1066
1.275
726
13.94
1086
1.220
746
7.381
1106
1.165
766
4.914
1126
1.110
786
3.897
1146
1.054
806
3.310
1166
0.998
826
2.823
1186
0.942
846
2.430
1206
0.892
866
2.283
1226
0.881
886
2.136
1246
0.871
906
1.987
1266
0.860
926
1.837
1286
0.849
946
1.685
1306
0.839
Time -- Outflow
(min cfs)
1326 0.828
1346 0.817
w�I
78
Tuesday, 05 124 / 2016
= 80.81 cfs
= 716 min
= 164,157 cuft
= 74.000
= Oft
= 5.0 min
= Type II
= 484
( Printed values >=1 00% of Op Print interval =10)

Hydrograph
Report
79
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 10
Discharge
Table
RESERVOIR
( Printed values >= 1 00% of op Print interval = 10)
Time
Hydrograph type
= Reservoir
Peak discharge
= 47.04 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 162,658 cuft
Inflow hyd. No.
= 8 - POST DA -4
TO PU?@ervoir name
= WPD-1
Max. Elevation
= 661.84 ft
Max. Storage
= 61,619 cuft
Storage Indication method used.
Hydrograph
Discharge
Table
( Printed values >= 1 00% of op Print interval = 10)
Time
Inflow
Elevation
Civ A
Civ B
Clv C PfRsr Wr A
Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
cfs
720
63.43
661.80
46.27
0.154
-- -- 26.45
- 19.66 - -
46.26
740
8.776
661.23
14.89
0.341
- -- 4.846
---- 7.779 ----- -----
12.97
760
5.231
661.10
13.98
0.332
--- -- 1.402
- 4.856 -- -
6.589
780
4.160
661.05
13.98
0.328
--- --- 0.708
-- 3.904 - -
4.940
800
3.486
661.02
13.98
0.325
--- ---- 0.293
- 3.324 -- --
3.941
820
2.950
661.00
13.98
0.324
- - 0.019
- 2.941 - --
3.284
840
2.524
660.98
13.98
0.322
--- --- -----
-- 2.621 ---- -----
2.943
860
2.327
660.96
13.98
0.320
- - -
- 2.308 - -
2.627
880
2.181
660.95
13.98
0.319
---- -- ---
-- 2.088 - -----
2.407
900
2.032
660.94
13.98
0.318
- - -
- 1.911 - -
2.228
920
1.882
660.93
13.98
0.317
-- -- ----
- 1.750 - ----
2.067
940
1.730
660.92
13.98
0.316
- - -
- 1.595 --- -
1.911
960
1.577
660.91
13.98
0.315
---- -- ----
- 1.442 - -
1.757
980
1.506
660.90
13.98
0.315
-- - -
- 1.323 -- --
1.637
1000
1.453
660.89
13.98
0.314
- --- -
-- 1.251 - -
1.565
1020
1.399
660.88
13.98
0.313
----- ----- -----
-- 1.188 - -
1.501
1040
1.346
660.88
13.98
0.313
- - -
- 1.129 - -
1.442
1060
1.291
660.87
13.98
0.313
----- ---- ----
--- 1.073 ---- ----
1.385
1080
1.237
660.87
13.98
0.312
- - -
- 1.017 - -
1.329
1100
1.182
660.86
13.98
0.312
--- ----- -----
--- 0.963 - --
1.274
Continues on next page...

80
RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Clv B Civ C PfRsr Wr A Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs
cfs cfs cfs
cfs
1120
1.126
660.86
13.98
0.311 - - - -
0.908 - ---
1.219
1140
1.071
660.85
13.98
0.311 - - - -
0.852 - -
1.163
1160
1.015
660.85
13.98
0.310 - - - --
0.798 -- --
1.108
1180
0.959
660.84
13.98
0.310 - - - -
0.742 - -
1.052
1200
0.903
660.84
13.98
0.309 - - - -
0.687 - -
0.997
1220
0.884
660.83
13.98
0.309 - - - -
0.639 - -
0.948
1240
0.874
660.83
13.98
0.309 - - - --
0.608 - -
0.917
1260
0.863
660.83
13.98
0.309 - - - -
0.586 - -
0.895
1280
0.852
660.83
13.98
0.308 - - - -
0.570 - -
0.878
1300
0.842
660.83
13.98
0.308 - - - -
0.556 - --
0.864
1320
0.831
660.83
13.98
0.308 - - - -
0.543 - -
0.851
1340
0.820
660.82
13.98
0.308 - - - ---
0.531 --- -
0.839
1360
0.809
660.82
13.98
0.308 - - - -
0.520 - --
0.828
1380
0.799
660.82
13.98
0.308 ---- - - -
0.509 - -
0.817
1400
0.788
660.82
13.98
0.308 - - - -
0.498 -- -
0.806
1420
0.777
660.82
13.98
0.308 --- -- - -
0.487 - -
0.795
1440
0.766
660.82
13.98
0.308 - - - --
0.476 - -
0.784
1460
0.000
660.79
13.98
0.305 - - - -
0.238 - --
0.543
End

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 12
Hyd. 6 +
Hyd. 7 +
POST OUTFALL
Outflow
(min)
Hydrograph type
= Combine
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyds.
= 5, 6, 7, 10
Contrib. drain. area
Hydrograph Discharge Table
81
Tuesday, 05 / 24 / 2016
= 81.96 cfs
= 724 min
= 342,100 cuft
= 18.260 ac
( Printed values >= 1 00% of Qp Print interval =10)
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
680
0.166
0.004
1.030
0.143
1.342
700
0.553
0.036
2.406
0.197
3.192
720
7.347
0.571
21.59
46.26
75.77
740
3.647
1.713
27.54
12.97
45.86
760
1.311
1.802
8.556
6.589
18.26
780
0.942
1.255
4.923
4.940
12.06
800
0.768
0.620
3.845
3.941
9.175
820
0.653
0.423
3.216
3.284
7.576
840
0.562
0.348
2.748
2.943
6.601
860
0.497
0.298
2.392
2.627
5.815
880
0.467
0.263
2.201
2.407
5.338
900
0.438
0.241
2.066
2.228
4.973
920
0.409
0.224
1.929
2.067
4.628
940
0.379
0.210
1.789
1.911
4.288
960
0.348
0.195
1.646
1.757
3.947
980
0.324
0.181
1.519
1.637
3.661
1000
0.313
0.169
1.449
1.565
3.496
1020
0.302
0.160
1.399
1.501
3.363
1040
0.292
0.154
1.350
1.442
3.238
1060
0.281
0.149
1.299
1.385
3.114
1080
0.270
0.144
1.248
1.329
2.991
Continues on next page...

82
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1100
0.258
0.138
1.197
1.274
2.867
1120
0.247
0.133
1.144
1.219
2.743
1140
0.236
0.127
1.092
1.163
2.618
1160
0.224
0.121
1.039
1.108
2.492
1180
0.212
0.116
0.985
1.052
2.366
1200
0.201
0.110
0.932
0.997
2.238
1220
0.192
0.104
0.885
0.948
2.130
1240
0.190
0.100
0.866
0.917
2.072
1260
0.188
0.097
0.856
0.895
2.036
1280
0.186
0.096
0.846
0.878
2.006
1300
0.184
0.095
0.836
0.864
1.979
1320
0.181
0.094
0.827
0.851
1.953
1340
0.179
0.093
0.817
0.839
1.928
1360
0.177
0.092
0.807
0.828
1.904
1380
0.175
0.091
0.797
0.817
1.879
1400
0.173
0.090
0.786
0.806
1.855
1420
0.171
0.089
0.776
0.795
1.830
1440
0.168
0.087
0.766
0.784
1.806
1460
0.031
0.074
0.384
0.543
1.033
.End

83
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
now
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
67.69
2
736
313,474
PRE DA 1
2
SCS Runoff
12.20
2
728
43,193
PRE DA 2
3
Combine
77.42
2
734
356,667
1,2
PRE OUTFALL
5
SCS Runoff
10.91
2
726
34,940
POST DA -1 OFFSITE
6
SCS Runoff
2.546
2
748
16,787
—
—
POST DA -2 BYPASS NORTH
7
SCS Runoff
41.30
2
732
167,409
POST DA -3 BYPASS SOUTH
8
SCS Runoff
95.00
2
716
193,918
—
—
—
POST DA -4 TO POND
10
Reservoir
54.58
2
722
192,415
8
662.16
69,462
RESERVOIR
12
Combine
99.48
2
724
411,552
5, 6, 7,
—
—
POST OUTFALL
10,
WPD-1 ROUTING final dfr.gpw
Return Period: 100 Year
Tuesday, 05 / 24 / 2016

Hydrograph
Report
Time -- Outflow
84
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. .1
(min
cfs)
640
PRE DA1
1000
3.304
1360
Hydrograph type
= SCS Runoff
Peak discharge
= 67.69 cfs
Storm frequency
= 100 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 313,474 cuft
Drainage area
= 26.880 ac
Curve number
= 62.000
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.4 min
Total precip.
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
( Printed values - 1 00% of Op Print interval = 10)
i
Time -- Outflow -
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
640
0.684
1000
3.304
1360
1.824
660
1.248
1020
3.184
1380
1.801
680
2.199
1040
3.072
1400
1.778
700
4.776
1060
2.958
1420
1.755
720
36.70
„ 1080
2.843
1440
1.732
740
64.11
1100
2.727
1460
1.124
760
31.59
1120
2.609
...End
780
12.39
1140
2.491
800
9.174
1160
2.371
820
7.588
1180
2.251
840
6.451
1200
2.129
860
5.580
1220
2.019
880
5.063
1240
1.961-
900
4.737
1260
1.935.
920
4.428
1280
1.913
940
4.113
1300
1.891
960
3.792
1320
1.869
980
3.493
1340
1.846

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 2
(min
cfs)
PRE DA 2
cfs)
652
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.850 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 7.60 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
652
0.125
1012
0.451
672
0.245
1032
0.435
692
0.490
1052
0.419
712
3.830
1072
0.403
732
10.96
1092
0.386
752
2.775
1112
0.370
772
1.621
1132
0.353
792
1.261
1152
0.336
812
1.052
1172
0.319
832
0.897
1192
0.302
852
0.775
1212
0.285
872
0.710
1232
0.278
892
0.667
1252
0.275
912
0.624
1272
0.272
932
0.579
1292
0.269
952
0.534
1312
0.266
972
0.490
1332
0.263
992
0.466
1352
0.259
Time -- Outflow
(min
cfs)
1372
0.256
1392
0.253
1412
0.250
1432
0.247
1452
0.167
End
85
Tuesday, 05 / 24 / 2016
= 12.20 cfs
= 728 min
= 43,193 cult
= 60.000
= Oft
= 21.2 min
= Type II
= 484
( Printed values >=1 00% of op Print interval = 10)

Hydrograph
Report
Hyd. 2 =
86
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 3
(cfs)
660
1.248
PRE OUTFALL
1.414
680
2.199
Hydrograph type
= Combine
Peak discharge
= 77.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 356,667 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 30.730 ac
Hydrograph Discharge Table
( Printed values - 100% of Op Print interval =10)
Time
Hyd.1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
660
1.248
0.165
1.414
680
2.199
0.322
2.522
700
4.776
0.863
5.639
720
36.70
9.361
46.06
740
64.11
7.247
71.36
760
31.59
2.109
33.70
780
12.39
1.442
13.83
800
9.174
1.166
10.34
820
7.588
0.986
8.573
840
6.451
0.845
7.296
860
5.580
0.742
6.322
880
5.063
0.693
5.756
900
4.737
0.650
5.387
920
4.428
0.606
5.034
940
4.113
0.561
4.674
960
3.792
0.516
4.308
980
3.493
0.478
3.972
1000
3.304
0.460
3.764
1020
3.184
0.444
3.629
1040
3.072
0.428
3.500
1060
2.958
0.412
3.371
Continues on next page...

87
PRE OUTFALL
Hydrograph Discharge Table
Time
Hyd. 1 +
Hyd. 2 =
Outflow
(min)
(cfs)
(cfs)
(cfs)
1080
2.843
0.396
3.239
1100
2.727
0.380
3.106
1120
2.609
0.363
2.972
1140
2.491
0.346
2.837
1160
2.371
0.329
2.700
1180
2.251
0.312
2.563
1200
2.129
0.295
2.424
1220
2.019
0.281
2.301
1240
1.961
0.277
2,238
1260
1.935
0.274
2.209
1280
1.913
0.271
2.184
1300
1.891
0.268
2.159
1320
1.869
0.265
2.133
1340
1.846
0.261
2.108
1360
1.824
0.258
2.082
1380
1.801
0.255
2.056
1400
1.778
0.252
2.030
1420
1.755
0.249
2.003
1440
1.732
0.245
1.977
1460
1.124
0.077
1.201
..End

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Time -- Outflow
(min
POST DA -1 OFFSITE
(min
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.170 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 7.60 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
652
0.111
1012
0.363
1372
0.207
672
0.214
1032
0.350
1392
0.204
692
0.431
1052
0.337
1412
0.202
712
3.862
1072
0.324
1432
0.199
732
8.405
1092
0.311
1452
0.111
752
1.959
1112
0.297
... End
772
1.243
1132
0.284
792
0.990
1152
0.270
812
0.833
1172
0.256
832
0.711
1192
0.242
852
0.615
1212
0.229
872
0.569
1232
0.225
892
0.535
1252
0.222
912
0.500
1272
0.220
932
0.464
1292
0.217
952
0.427
1312
0.215
972
0.392
1332
0.212
992
0.375
1352
0.210
88
Tuesday, 05 / 24 / 2016
= 10.91 cfs
= 726 min
= 34,940 cult
= 60.000
= Oft
= 19.1 min
= Type II
= 484
( Printed values -1 00% of Op Print interval =10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 6
(min
cfs)
POST DA -2 BYPASS
NORTH
682
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.780 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 7.60 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
682
0.026
1042
0.184
702
0.102
1062
0.178
722
0.945
1082
0.171
742
2.358
1102
0.165
762
2.242
1122
0.158
782
1.489
1142
0.151
802
0.700
1162
0.144
822
0.502
1182
0.137
842
0.415
1202
0.130
862
0.355
1222
0.124
882
0.314
1242
0.119
902
0.288
1262
0.116
922
0.268
1282
0.114
942
0.251
1302
0.113
962
0.233
1322
0.112
982
0.215
1342
0.110
1002
0.201
1362
0.109
1022
0.191
1382
0.108
Time -- Outflow
(min
cfs)
1402
0.106
1422
0.105
1442
0.104
1462
0.085
1482
0.045
... End
89
Tuesday, 05 / 24 / 2016
= 2.546 cfs
= 748 min
= 16,787 cuft
= 56.000
= Oft
= 54.3 min
= Type II
= 484
( Printed values >= 100% of Qp Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 7
Time -- Outflow
(min
POST DA -3 BYPASS
SOUTH
cfs)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 13.310 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 7.60 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
628
0.424
988
1.742
1348
0.948
648
0.695
1008
1.675
1368
0.936
668
1.124
1028
1.616
1388
0.924
688
1.919
1048
1.557
1408
0.912
708
7.229
1068
1.497
1428
0.900
728
39.90
1088
1.436
1448
0.806
748
23.48
1108
1.375
... End
768
7.395
1128
1.314
788
5.189
1148
1.251
808
4.215
1168
1.189
828
3.558
1188
1.126
848
3.048
1208
1.063
868
2.708
1228
1.021
888
2.525
1248
1.006
908
2.364
1268
0.994
928
2.200
1288
0.983
948
2.033
1308
0.971
968
1.865
1328
0.959
90
Tuesday, 05 / 24 / 2016
= 41.30 cfs
= 732 min
= 167,409 cuft
= 64.000
= Oft
= 27.8 min
= Type II
= 484
( Printed values - 1 00% or Qp Print interval= 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 1
Hyd. No. 8
(min
cfs)
POST DA -4 TO POND
cfs)
596
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.470 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.60 in
Distribution
Storm duration
= 24 hrs
Shape factor
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
596
0.962
956
1.846
616
1.278
976
1.741
636
1.708
996
1.680
656
2.387
1016
1.618
676
3.676
1036
1.555
696
9.987
1056
1.493
716
95.00
1076
1.430
1096
1.367
736
11.23
1116
1.303
756
6.317
1136
1.240
776
5.052
1156
1.176
796
4.155
1176
1.112
816
3.497
1196
1.047
836
3.004
1216
1.015
856
2.711
1236
1.002
876
2.541
1256
0.990
896
2.370
1276
0.978
916
2.197
1296
0.965
936
2.022
Time -- Outflow
(min cfs)
1316 0.953
...End
91
Tuesday, 05 / 24 / 2016
= 95.00 cfs
= 716 min
= 193,918 cuft
= 74.000
= Oft
= 5.0 min
= Type II
= 484
( Printed values >= 100% of Qp Print interval = 10)

Hydrograph
Report
Elevation
92
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 10
Outflow
(min)
cfs
RESERVOIR
cfs
cfs cfs
cfs cfs cfs
Hydrograph type
= Reservoir
Peak discharge
= 54.58 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 192,415 cuft
Inflow hyd. No.
= 8 - POST DA -4
TO PU?O@ervoir name
= WPD-1
Max. Elevation
= 662.16 ft
Max. Storage
= 69,462 cuft
Storage Indication method used.
Hydrograph Discharge Table ( Printed values -100%ofQp Print interval =10)
Time
Inflow
Elevation
Clv A
Clv B Clv C
PfRsr Wr A Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs
cfs cfs cfs
cfs cfs cfs
cfs
720
74.03
662.11
54.03
0.116 -
- 32.13 ---
21.79 - ---
54.03
740
10.16
661.28
16.53
0.341 ---
- 6.600 ---
9.117 - ---
16.06
760
6.044
661.12
13.98
0.334 --
-- 1.955 -
5.344 - ---
7.634
780
4.800
661.07
13.98
0.330 -
--- 0.993 -
4.302 -- -
5.626
800
4.019
661.04
13.98
0.327 -
--- 0.538 --
3.666 - -
4.531
820
3.398
661.02
13.98
0.325 ---
--- 0.226 --
3.230 - -
3.782
840
2.905
661.00
13.98
0.324 -
- - -
2.904 - -
3.228
860
2.677
660.98
13.98
0.322 -----
-- - ---
2.634 - -
2.956
880
2.507
660.97
13.98
0.321 ---
- -- -
2.419 - --
2.740
900
2.335
660.96
13.98
0.320 -
--- - -
2.230 - -
2.550
920
2.162
660.94
13.98
0.319 -
--- - --
2.052 -- -
2.370
940
1.987
660.93
13.98
0.318 -
--- - -----
1.876 - -
2.193
960
1.811
660.92
13.98
0.317 ----
-- -- ---
1.700 - -
2.017
980
1.729
660.91
13.98
0.316 -----
- -- -
1.552 - --
1.868
1000
1.667
660.91
13.98
0.315 --
-- - -
1.452 -- ---
1.768
1020
1.605
660.90
13.98
0.315 -
--- - --
1.375 -- -
1.690
1040
1.543
660.90
13.98
0.315 ---
- - --
1.317 - -
1.632
1060
1.480
660.89
13.98
0.314 ----
-- - -
1.263 - ----
1.576
1080
1.417
660.89
13.98
0.314 -
-- - ----
1.204 --- --
1.517
1100
1.354
660.88
13.98
0.313 --
- - --
1.144 -- -
1.457
Continues on next page...

RESERVOIR
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Clv B Civ C PfRsr Wr A
Wr B Wr C Wr D Exfil
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
1120
1.291
660.88
13.98
0.313 - - -
- 1.082 - -
1140
1.227
660.87
13.98
0.312 -- ----- --
---- 1.020
1160
1.163
660.86
13.98
0.312 - --- -
- 0.957 - ----
1180
1.098
660.86
13.98
0.311 ----- - --
- 0.894 -- -
1200
1.034
660.85
13.98
0.311 ---- -- -----
---- 0.830 --- ---
1220
1.012
660.85
13.98
0.310 - -- -
- 0.776 - -
1240
1.000
660.84
13.98
0.310 ---- -- --
-- 0.740 - -----
1260
0.988
660.84
13.98
0.310 --- - -
- 0.714 -- -
1280
0.975
660.84
13.98
0.309 - ----- -
---- 0.695 --- -
1300
0.963
660.84
13.98
0.309 -- ---- -
-- 0.679 - ---
1320
0.951
660.84
13.98
0.309 -- - -
- 0.664 --- -
1340
0.938
660.84
13.98
0.309 - ----- --
--- 0.651 ---
1360
0.926
660.83
13.98
0.309 --- - -
- 0.638 -- -
1380
0.913
660.83
13.98
0.309 -- - --
- 0.626 -- -
1400
0.901
660.83
13.98
0.309 ----- -- ---
---- 0.613 - ----
1420
0.888
660.83
13.98
0.309 - - -
- 0.600 - --
1440
0.876
660.83
13.98
0.309 ---- - -
- 0.588 - -
1460
0.000
660.80
13.98
0.306 -- - --
--- 0.255 --- -----
End
93
Outflow
cfs
1.395
1.332
1.269
1.205
1.141
1.086
1.050
1.024
1.005
0.988
0.974
0.960
0.947
0.935
0.922
0.909
0.897
0.561

Hydrograph
Report
Hyd. 6 +
94
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Tuesday, 05 / 24 / 2016
Hyd. No. 12
(cfs)
(cfs)
(cfs)
POST OUTFALL
(cfs)
660
0.145
Hydrograph type
= Combine
Peak discharge
= 99.48 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 411,552 cuft
Inflow hyds.
= 5, 6, 7, 10
Contrib. drain. area
= 18.260 ac
Hydrograph Discharge Table
( Printed values - 1 00% of Op Print interval = 10)
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
660
0.145
0.004
0.929
0.142
1.219
680
0.283
0.022
1.533
0.174
2.013
700
0.811
0.085
3.323
0.230
4.449
720
9.309
0.801
27.05
54.03
91.19
740
4.442
2.244
33.51
16.06
56.26
760
1.577
2.302
10.19
7.634
21.70
780
1.129
1.574
5.834
5.626
14.16
800
0.919
0.758
4.547
4.531
10.75
820
0.780
0.513
3.797
3.782
8.872
840
0.670
0.422
3.239
3.228
7.559
860
0.592
0.360
2.817
2.956
6.725
880
0.556
0.318
2.590
2.740
6.203
900
0.521
0.290
2.429
2.550
5.790
920
0.486
0.270
2.266
2.370
5.392
940
0.449
0.253
2.100
2.193
4.995
960
0.412
0.235
1.932
2.017
4.596
980
0.384
0.217
1.782
1.868
4.250
1000
0.370
0.202
1.699
1.768
4.039
1020
0.358
0.192
1.640
1.690
3.879
1040
0.345
0.185
1.581
1.632
3.742
1060
0.332
0.178
1.521
1.576
3.607
Continues on next page...

95
POST OUTFALL
Hydrograph Discharge Table
Time
Hyd. 5 +
Hyd. 6 +
Hyd. 7 +
Hyd. 10 +
Outflow
(min)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1080
0.319
0.172
1.461
1.517
3.469
1100
0.305
0.165
1.400
1.457
3.327
1120
0.292
0.159
1.338
1.395
3.183
1140
0.278
0.152
1.276
1.332
3.038
1160
0.264
0.145
1.214
1.269
2.892
1180
0.251
0.138
1.151
1.205
2.745
1200
0.237
0.131
1.088
1.141
2.597
1220
0.227
0.124
1.034
1.086
2.470
1240
0.224
0.119
1.011
1.050
2.403
1260
0.221
0.116
0.999
1.024
2.360
1280
0.219
0.114
0.987
1.005
2.325
1300
0.216
0.113
0.976
0.988
2.293
1320
0.214
0.112
0.964
0.974
2.263
1340
0.211
0.110
0.952
0.960
2.234
1360
0.209
0.109
0.940
0.947
2.205
1380
0.206
0.108
0.928
0.935
2.177
1400
0.203
0.107
0.916
0.922
2.148
1420
0.201
0.105
0.904
0.909
2.120
1440
0.198
0.104
0.892
0.897
2.091
1460
0.037
0.088
0.447
0.561
1.134
End

Supporting Information _
tiP'arti_al-Quadranghe,jMap 2013'
= Hydrologic-Soil-'Map ;
"a Jurisdictional Report
_ L • ^ - ' _ t � , _ � ' ' _ r to } ey �
_•, =( - {-•_ � ~-1 ; �` 'ri e , � ` t' ,'fit, _ - - .. '

PARTIAL KANNAPOLIS QUADRANGLE 2013
922
921
920
25'
'19

M .Lb ,8£ .08
M.OT & 008
2
OUOZ6£
0190Z6£ OT90Z6E OSSOZ6£ 064026£ O£4O26£
(0 M
4
.O
(n N
CL
O
Gl
a o
Z
N h
O
0
0
f
a
o
N
O
o
d
U
_.
Ln
Ln
N
Z
�q
O C
_..__..._
a
a
.0
d
7 N
Z
R O
Z U
OC90Z6£ OT90MZ OSSOZ6£ 0640Z6£
M.OT b£ 009
O£4OZ6£ OLEO26£
<I
O£L026£
z z
� r
N

�o
m
U
L
0
0
Z
2`
c a
o cc
U—
N O
N
m
m
m
O
CO)
O C C o a) N G C
N — _ {{pp = U= ca O N N
N N N
o (` ai _� ° m m m 3 c o
o C O) O L N N r N 7 C
m c (.1 U U 06 (6 N m 0 a) N O N O.
m a) v a c� (� c E
CL o'° 0-0
ami c'n 3 �� a o (o E
�8m- o� 'a -0 (mi
Z m � m 0 Q (o a Na o
0 ai am D2 y i cE- d m N to m E m y N N
a-0 m a) 0) (7 a N 7 0 ci IL
m co A=� L a0i w0 oL m 410 M .0) OC L- J �
Q 3 N p 0) E O a C o d a) u°i '0 1 ° N L° LD
f E m O N W N C N 0 7 ¢ Z� a1 �k m
Q m nim E y'o �matd U) ctl n cL()N�
v_ m c m
0 O Co a) E c c Q O) E cts c E L4) o N o m a d
Z c c.�0 c 0 a°i y g Zv o aa)) E c o 0 c y a m Ea
d E d�oac) m � NmCL M
QQm �� mm E aco "0E
m `� — ao v"a M v
Q a N L m m J CO N a c m tl) U> N N L N r-
0
.0
m O m> L Z L ¢ 0 M a) m O) ° cc w ° m
0 c"' a)t mo2Ev 'M LD f0Q E E o.0>o
a m N
o c m ° O c m S co �; 0 ° v ¢ m = m t na
y U Cb E 8 y E �NS Ec(0'00 ' o �' 0 cCO
H c E)� E� N N ENL rn � ca 2.2oL' `—° am CO a'i 16 rn Ho o u_) y a
c
L m C y m O N 0 0 0 C m O y.0 U L 0 O 7 O W E m E
F- 3 w E aN a E cn�U 2 av¢ 8 �� US cn ` m o o- H 8E o
N
d N
C lea d
N
n LL U r LO
VJ _� y y C
C C a) N m la O
Q c n m E ' d
o E Z 4 y a) y
to (n >" O (n E (nh 0� = i a s
O m
QD o$ a 3 m CL
F i m■
W
W
J
a "
a O CD to `� a) n
Q cvi
c o m CO)
H a d H E d ami
a v
> > > > ami (n 3 y d 3 o o w _o o
_ a a n « a o D a o Q m � n o a
a° i �_ U. o ami d w cc
O m > �' c o
CL
UU L U
O O O c O O O A C N d O la N N c O
N Q (n (n (n a Ca m U (.) V' V' J J d w (n y N h y (n
■CL
d
(n
Q a7
(O Cl)
00
N N
N_ N
"' a
Z
cA
m
Z
ai
g

Soil Map--Cabarrus County, North Carolina
Map Unit Legend
Soil Map
.'I
Cabarrus County, North Carolina (NCO25)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ChA
Chewacla sandy loam, 0 to 2
9.0
43.0%
percent slopes, frequently
flooded
CuB2
Cullen clay loam, 2 to 8 percent
7.1
33.9%
slopes, moderately eroded
CuD2
Cullen clay loam, 8 to 15
1.9
9.1%
percent slopes, moderately
eroded
EnB
Enon sandy loam, 2 to 8 percent
2.9
13.9%
slopes
Totals for Area of Interest
21.0
100.0%
usDA Natural Resources
Conservation Service
I
Web Soil Survey 5/24/2016
National Cooperative Soil Survey Page 3�of 3

Hydrologic Soil Group and Surface Runoff—Cabarrus County, North Carolina
Hydrologic Soil Group and Surface Runoff
This table gives estimates of various soil water features. The estimates are used
in land use planning that involves engineering considerations.
Hydrologic Sod Group Map
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The four hydrologic soil groups are:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas.
Surface runoff refers to the loss of water from an area by flow over the land surface.
Surface runoff classes are based on slope, climate, and vegetative cover. The
concept indicates relative runoff for very specific conditions. It is assumed that the
surface of the soil is bare and that the retention of surface water resulting from
irregularities in the ground surface is minimal. The classes are negligible, very low,
low, medium, high, and very high.
Report—Hydrologic Soil Group and Surface Runoff
Absence of an entry indicates that the data were not estimated. The dash indicates
no documented presence.
Hydrologic Soil Group and Surface Runoff-Cabarrus County, North Carolina
Map symbol and soil name
Pct. of map unit
Surface Runoff
Hydrologic Soil Group
ChA- Chewacia sandy loam, 0 to 2 percent slopes,
frequently flooded
Chewacla, frequently flooded
85
Low
B/D
USDA Natural Resources Web Sod Survey 5/24/2016
Conservation Service National Cooperative Sod Survey Page 1 of 2

Hydrologic Sod Group and Surface Runoff—Cabarrus County, North Carolina
Hydrologic Soil Group Map
Hydrologic Soil Group and Surface Runoff—Cabarrus County, North Carolina
Map symbol and soil name
Pct. of map unit
Surface Runoff
Hydrologic Soil Group
CuB2—Cullen clay loam, 2 to 8 percent slopes,
moderately eroded
Cullen, moderately eroded
80
Medium
B
CuD2—Cullen clay loam, 8 to 15 percent slopes,
moderately eroded
Cullen, moderately eroded
80
Medium
B
EnB--Enon sandy loam, 2 to 8 percent slopes
Enon
85
j Medium
j C
Data Source Information
Soil Survey Area: Cabarrus County, North Carolina
Survey Area Data: Version 14, Sep 9, 2014
usD]A Natural Resources Web Sod Survey 5/24/2016
Conservation Service National Cooperative Soil Survey Page 2 of 2

Jurisdictional Feature Delineation
Lots 7, 8 and 9 - International Business Park at Concord
Cabarrus County, North Carolina
Prepared for:
Mr. Jay Eaves, PE
CESI
P.O. Box 268
Concord, NC 28026-0268
Prepared by:
Th mpsoin
,I'llYIToT'Imen 5*
P.O. Box 541
Midland, NC 28107
704-301-4881
March 21, 2016

1. PURPOSE
CESI is considering developing Lots 7, 8 and 9 of the International Business Park in
Concord, North Carolina (4350 Fortune Avenue). Before development can begin, a
jurisdictional determination needs to be performed by the U.S. Army Corps of Engineers
(USACE). Thompson Environmental Consulting (TEC) was contracted to conduct the
jurisdictional delineation on the property and work with the USACE on the determination.
2. PROJECT DESCRIPTION _
The proposed site is a 30 -acre wooded lot with a utility easement on the north side. The study
area consists of the parcel boundary limits of the site.
3. METHODOLOGIES
TEC was provided site maps depicting the study area of the proposed construction site.
Additional mapping resources used in this investigation include the most recent United States '
Geologic Survey (USGS) 7.5 -minute topographic quadrangle map, National Wetland
Inventory (NWI) Mapping, and the Cabarrus County Soil Survey.
TEC conducted the field investigation on March 16, 2016. The 1987 US Army Corps of
Engineers (USACE) Wetlands Delineation Manual (Environmental Laboratory 1987) and
Regional Supplement for the Piedmont and Eastern Mountain Region was used to determine
if wetlands existed in the study area. The,NC Division of Water Resources (NCDWR)
Stream Identification Form (Version 4.11) was used in making stream determinations. Blue
flagging was used to demarcate the streams. Pink and black striped flagging was used to
demarcate the wetlands. Locations of jurisdictional features were located using a hand-held
GPS with sub -meter accuracy.
4. QUALIFICATION OF INVESTIGATORS
The investigation was performed by Evan Morgan and Nancy Scott. Mr. Morgan is a soil
scientist -in -training and natural resources investigator who has been actively involved in field
investigations of streams and wetlands in multiple physiographic provinces in North
Carolina. His primary duties include conducting field reconnaissance, compiling data,
creating figures, and writing the technical report. Ms. Scott is an environmental scientist with
over 4 years of experience conducting stream and wetland delineations, threatened and
endangered species surveys, and environmental permitting. Her primary duties include
conducting the field investigation.
5. RESULTS
5.1. Wetlands
One jurisdictional wetland was identified within the study area, the details of which are
provided in the following table and shown on Figure 1. Wetland WA occurs in the middle of
the property and is a headwater wetland associated with the interstream divide of SC and SE.
Table 1. Studv Area Jurisdictional Wetlands
Wetland (Map ID)
NCWAM Classification
Size (acres)
WA
Headwater Forest
0.13
International Business Park at Concord . 1 - March 21, 2016

Two non jurisdictional wetlands were identified within the study area, the details of which
are provided in Table 2 and shown in Figure 1. Wetland WB is an isolated wetland in the
northern portion of the study area. WB showed signs of relict earth moving practices as soils
were heavily compacted and cut down from the natural surface to a subsurface that may have
had existing hydric soil conditions. WB may once have been intended to collect runoff or be
used as a borrow site for the utility easement located in this section of the study area.
Wetland WB receives its hydrologic input from surface runoff of the adjacent surrounding
landscape. Wetland WC is located on the western edge of the property and is an old
stormwater control measure that has not been maintained. Wetland WC receives its
hydrologic input from a culvert that is fed from surface runoff into the curb and gutter
associated with the adjacent cul-de-sac. Neither wetland WB or WC were constructed as
permanent features, but rather intermittent stormwater BMPs that would eventually be
obliterated as the business park continued to develop.
None of the wetlands, jurisdictional or non, in the study area were identified on the National
Wetland Inventory (NWI) mapping.
Table 2. Studv Area Non -Jurisdictional Wetlands
Wetland (Map ID)
NCWAM Classification
Size (acres)
WB
Man-made Isolated Depression
0.04
WC
Stormwater Wetland
0.04
5.2. Streams
Five jurisdictional streams were identified within the study area, the details of which are
provided in the following table and shown on Figure 1. Stream SB occurs in the eastern
portion of the study area and flows from north to south across the length of the property.
Stream SA is perennial and flows into stream SB along the southern edge of the property.
Stream SA has input from a stormwater pond offsite that is associated with a neighboring
subdivision. Stream SC begins near WC as an ephemeral drainageway, as it flows across the
property from west to east it gains hydrologic input and begins to form a well-defined
channel where it becomes perennial and flows in to SB. Stream SE is an ephemeral drainage
associated with WA that eventually develops into an intermittent channel that flows in to SC.
Stream SD is a perennial channel that forms a confluence with SB in the northern section of
the property. Stream SD was piped underground through a neighboring subdivision before
daylighting just before entering the study area. The NCDWR Stream Identification Form is
appended.
Table 3. Study Area Streams
Stream (Map ID)
Classification
DWR Index
DWR Classification
SA
Perennial
13-17-9-(2)
C
SB
Perennial
13-17-9-(2)
C
International Business Park at Concord 2 March 21, 2016

Stream (Map ID)
Classification
DWR Index
DWR Classification
Sc
Ephemeral/Intermittent
13-17-9-(2)
C
/Perennial
SD
Perennial
13-17-9-(2)
C
SE
Intermittent
13-17-9-(2)
C
5.3. Ponds
There are no jurisdictional ponds in the study area.
6. SUMMARY
There are five jurisdictional streams, one jurisdictional wetland, two non jurisdictional
wetlands, and no jurisdictional ponds within the study area.
REFERENCES
Environmental Laboratory. 1987. "Corps of Engineers Wetlands Delineation Manual,"
Technical Report Y-87-1. US Army Engineer Waterways Experiment Station.
Vicksburg, MS.
NC Division of Water Quality. 2010. Methodology for Identification of Intermittent and
Perennial Streams and their Origins, Version 4.11. North Carolina Department of
Environment and Natural Resources, Division of Water Quality. Raleigh, NC.
North Carolina Online Soil Survey Manuscripts: Cabarrus County.
hgp:Hsoils.usda.gov/survey/online surveys/north carolina/. Accessed March 15,
2016.
U.S. Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers
Wetland Delineation Manual: Atlantic and Gulf Coastal Plain Region (Version 2.0),
ed. J.F. Berkowitz, J. S. Wakeley, R. W. Lichvar, C.V. Noble. ERDC/EL TR -10-20.
Vicksburg, MS:U.S. Army Engineer Research and Development Center.
USDA, NRCS, 2010 Field Indicators of Hydric Soils in the United States, Version 7.0. L.M.
Vasilas, GW Hurt, and C.V. Noble (eds.) USDA, NRCS in cooperation with the
National Technical Committee for Hydric Soils.
International Business Park at Concord 3 March 21, 2016

Appendix A
Figures

y
T J
V_
m
0
�
Y
Q
V
t
N
U
L
�
1cO
g
W
G
�
T
m
U
U
Z
O
O
N
i

ofto
I R I u
We
pplpR�, ea i $ �� � ��_•
Aid V
q[E[� '�>�
�� � � ``yea ��� atllle„i %% �- .' � ��I ' / ' �' g • �bg `—i./-�
yEpg ,
/ 1 Jig 'Z2
z
� z
ii° /Y4rgFA §e �' •!� ' - _��~ x\ ' � ` \l� r! f if%�l,'�� ///�) � +'a/ z
tb n
e§�€' —�..�`�lI�IIl�,11�IiOWN 'ZZ w
---- � � � � � '11�Ii1, IIS �''{ � ��� � �
Ilu
-t 1
f
/�j .het I1I� } '' 1�1•'`t,�{ I1 f ` 1�''�I •I Ilii;tin L+
I' 11115 I �e
II • >`',\� 1� \ \ ;I1I II �qI I/I1,4
�'\�� ,` •��I, Fy . \ —�,TI
� II
i a I I
I .�\' f§ 1'1'1';{�I }'��CJ ��//I'i1�� � \ � /' i\ Al I•I1 I
I b to :.-----
1'
1 I11 • ' ,
Ill lli i I I ix 1 x,•F¢�.,1` � ``` I {j - S � /� ~ �` ��� ` II tF�l i°e i!!
• ,. II;I Ili r ' � I� � " 1 1 L,q Q � �� �,� ,1 :i , §
t"ee�( ill�ili!''1 f"
1711
• S "i p/ %/ �\\\\\P\!1 / `A ii
1 � , , lI III ;T Tf'fQl I 1 1
I,
li-----------
�•°ij.lipbr°"III,
------1 !+ \~ - f^• filMUM Al
l
— •� i� 1 I
y p ee•Iq I
I !PI I � °i�• �J ' I ���19� I
� • R I,d ��a•I
C I I • BEI
Ico o; I I
F06 .06 , I /
I t I`

oozo
"I••
wit
e > S
! I I =OIn R
a y
a I 6 w
In
I � � ^� - —_— - _• ] -DD mD s _•— _ : III I I � U i./
,' , ! ` ! I $ —• —• Dom• xg �!l, '
r--
tJ I � s �-- �• i•�mc G r•-_ ` � �d I I �
��,I -- �• I II I i3
I Ip I� Bk BIg I I !! !
GFDaY
e a - -_ aD.ec B B I k'
B_eTi $ 1 3
i I aQ — —I I I lul_-1111111
G• _:
YY• YY Y
I i � 1 I • 1
113
I, I I I ]�• �� ��\\\\b� \\\\\ • I I 11 I I 1 I � I I �
I � I•, I \ � �� �� Eg �� �� � I�{ �eGO I Ii I 1 -
,''I ! ! � E \ p ti o W � ■ B� \ ed ! gp1 I I I li•rl
0 + 8
mOy
j Q� �� I I iIiIE � i5E
9 6 M
_ I
a !I I
-1 !i
3 -W ODD G I I
3.2G GOGx — i0tr 1
�-`` `��`\ J 17/3WTIM]Mrw1O1 L �1OAl7�Rl�IB �
Y9nlnL]] r V:11alGrrO� lll•Y(bnL
• 9� � d
as Ya �C c
r 6 F 2.v a
• 1 a �e9y A 0a .q i
!e9"- IAlAlE�ie�.BRte F
p @ pQ
r r

IN.
lT
- a S 8
jl IIJI
III,
JI\
amoLL .
s
lT
- a S 8
III,
s
i
I 'r'
I
'SII III
—•—
—
iLJl---
f��l III I
ir_ 1 I1 I
n
r ii I
�L — -I

H
I
�-
m �
ooQ
/
/ / I
/i
Emu
V)
g �(L
i a $
e
a
l AtlfldrAE.7dd
Q
g�
(a
j l I y -� 2�E
-'
i5 R�
s
�
e
g
�E1Q N
° 8
e
Q
R
p3
p
Vie
1 1 77R 'e dppi
\- '• '
i'__
� i
f B
gg
@y
1 g� 1
°i
qq@@
w
q C pp
�gagll�f�fi�G
lip
10.1
4
8@gagge
�f����E Y• Fap���°�,�°' �'
°4 � �
i B
�.
o
�Qg
�
Q ggz
�.qfgf 9� b Qgg@g��:ie�1A5�YgQg°�tl�+p2��f�
fl�lG���gIE@Ee61e0l.1i��41tl�
e -
B�i 1
e1tQ
y69f16
c
Jr
�
• as a+ + °�e a+
P �
i;
e

E
m�� 88eStl� 88.8
Y
Ej
J.p

Tbompson
Environments i
consniting
May 31, 2016
Renee Gledhill -Earley
State Historic Preservation Office
109 East Jones Street, Room 258
Raleigh, NC 27601
PO Box 541
Midland, NC 28107
(704)-301-4881
Subject: North Carolina State Historic Preservation Office's (SHPO) Review of CESI
Construction of Commercial Building in the International Business Park in the City
of Concord, Cabarrus County.
PIN: 56018453360000 (International Business Park Lot #7 & 8);
Dear Ms. Gledhill -Earley,
On behalf of CESI, we are submitting the following project to your office for review. If
you have any questions, I can be reached at 704.301.4881 or la U6Dthompsonenv.com.
Thank you for your assistance.
Sincerely,
Larry Thompson, NCLSS
President

IBP Concord Lots 7&8 Page 2 May 2016
North Carolina State Historic Preservation Office's (SHPO) Review Request
Proiect Name
Class A Speculative Office Building — IBP Lots 7&8
Project Location
The study area is located within the city limits of Concord, Cabarrus County, NC. The
project is a 30 -acre lot located at 4540 Fortune Ave NW, Concord, NC 28027.
Proiect Contact Information
Larry Thompson
Thompson Environmental Consulting, Inc.
PO Box 541
Midland, NC 28107
704.301.4881
[e-mail]
Protect Description
The proposed project is the construction of a commercial building within the International
Business Park in Concord, NC.
Total Project Acreage:
The property is 30.1 acres in size. The proposed building and associated parking area and
driveway would total approximately 8.31 acres.
License/Permits/Approvals Sought from Federal and/or State Agencies:
• U.S. Army Corps of Engineers Nationwide Permit #39
• NC Department of Environmental Quality, Division of Water Resources 401 Water
Quality Certification
Description of Historic Properties:
According to the HPOWEB GIS Service, there are no properties listed, or eligible for
listing, within the project study area. There are four properties within one mile of the
study area. There are no structures in the project study area.
Description of Ground -Disturbing Activity in the Project Area:
Construction of a 75,000 square foot building and 760 parking spaces would require
cut/fill operations resulting in 12.6 acres of total disturbed area. These operations would
take place on the western part of the property towards Fortune Ave.

IBP Concord Lots 7&8 Page 4 May 2016
Photo 3. Wetland B
Photo 4. Wetland C

lj4
1 114MAN
,rte• y,� � �: t �: ��,
lk_41
3
� it �_� ..• i• �'7Yi4� � �? "itl�p'; .�1
odt
ef A.
}r�
- ; s
41
ir
_f.. � , � � - 1. • •'� "+�. �-__y—sr �

N
L
LL
V
O
r_
N
N
01
Y
�
�.
U
O
N
�
2
T
m
L
�J
a
O
O
2
2
o
�
Z
m
.N
M
W
7
V
U
N
m
_a
E
O
v
O
v)
°
G
L
V
r_
U
OD
�
10
L
�J
a
O
O
2
o
U
r
Z
A(n
W
�
Y
.N
M
W
m
U
C
V
U
N
m
O
E
O
v
U
L
L
C

a
C C,
1=
\' � � C • •.�11 V � /rig _: '��_�:,•.,i•} �-_.,
_ _ =' / t' ��f' �, � f .�-, �+ � f'-•' � `/° j� % � Com% `� ,+ � `'�''` �i�'�'` " � , i b�)�('
�%'' �! �•,\ � _/.� ` • �� �/ '� ' j� �' i ice..-11�` ' `���_-- -� /
Itkrr
\ �J
41
_ / � , i� ��_1�"���` ` t ��1 (� ter• �� r ' � �\ O .., _ :..�-, l- tjl N `
'�: / _moi°�-. ' ��`` /��� •�---f( ''�,•' \ �\\`;;��'� ..;�1// � �
'-\ 4 \``.` iJ�� 1 �`r� ` '-iii /`��' J f • t Cti
vz�l.l ::_ •'1 i'`•�/ r ami �1 .�• y 1 i�%i t;
_ 1 ,'!�`�{li✓ TII,.. /1� � \��\,'�' _ _ jir 11 r` 1. �i � it.
v
m
L
v
o
Y
L
U
T
'o
m
�
o
a�
z
m
o)
m
Y
�
o
c
L
is
0
J
d
o
CL
Co =
L
L
v
U
'o
+-'
06
a�
m
o)
Y
�
c
L
is
0
J
d
o
CL
Co =
L
0)
W
�°
o
z
a)
ij
C
�N
m
0
U
U
a_
Q
2
m
CD
EC
m
m
Y
U
C
0
vU
m
C
L
C