20190883 Ver 1_More Info Received_20190731 (2)

Homewood, Sue
From:
Diandra Hyman <[e-mail]>
Sent:
Wednesday, July 31, 2019 3:34 PM
To:
[e-mail]; Homewood, Sue
Cc:
Mark Fisher; George Lankford; Terry Shelton ([e-mail])
Subject:
[External] RE: Request for Additional Information: Eden Remediation Bridge Street
Basin sewer, Rockingham County; SAW -2019-01086 (UNCLASSIFIED)
Attachments:
Smooth Coneflower Search -July 2019 FINAL Report.pdf, STREAM AND WETLAND
IMPACT SHEETS_revisions.pdf, PCN Figures_BridgeSt_rev_reduced.pdf; Impact table -
revised 2019-07-30.docx
External email. Do
not click links or open attachments unless you verify. Send all suspicious email as an attachment to
[e-mail]
David & Sue —
Please see responses in red below. All revised or new figures, tables and plan sheets referenced in the responses have
been attached for your review of Phase 11— Bridge Street Basin Sewer Rehabilitation and Replacement.
If you have any questions or need additional information, do not hesitate to call.
Thank you!
Dee
Diandra (Dee) Hyman, PE
Project Manager I Water & Wastewater Services
WK Dickson & Co., Inc.
919.256.5656 (o) 1 267.229.4898 (m)
1929-2019 1 CELEBRATING 90 YEARS OF SERVICE
From: Bailey, David E CIV USARMY CESAW (USA) <[e-mail]>
Sent: Wednesday, June 19, 2019 3:23 PM
To: George Lankford <[e-mail]>; Terry Shelton ([e-mail]) <[e-mail]>
Cc: Homewood, Sue <[e-mail]>; Mark Fisher <[e-mail]>; Diandra Hyman
<[e-mail]>
Subject: Request for Additional Information: Eden Remediation Bridge Street Basin sewer, Rockingham County; SAW -
2019 -01086 (UNCLASSIFIED)
CLASSIFICATION: UNCLASSIFIED
0
Thank you for your PCN and attached information, dated and received 5/23/2019, for the above referenced project. I
have reviewed the information and need clarification before proceeding with verifying the use of Nationwide Permit 12

(http://saw-reg.usace.army.mil/NWP2017/2017NWP12.pdf). Please submit the requested information below (via e-mail
is fine) within 30 days of receipt of this Notification, otherwise we may deny verification of the use of the Nationwide
Permit or consider your application withdrawn and close the file:
1) Your PCN included impacts to streams and wetlands, however these and other potential jurisdictional
boundaries have not been verified by the USACE. A field verification site visit has been scheduled with Mr.
George Lankford (agent) on 6/26/2019 to verify the locations of potential waters of the US. Please note that
revisions to the PCN and plans may be necessary depending on the results of the field verification; Wetland
areas identified in the site visit (BSW-8, BSW-9, BSW-7, BSW-6 and BSW-5) have been added to the plans and
figures. These revised sheets (, 11-00, 11-01) and figures (3.3 and 3.4) have been attached BSW-9 (Sheet 11-
C3 Trogdon Drive Outfall) two separate wetland areas were identified, there is a proposed temporary impact (11-
W3 to BSW-8) to the smaller area due to sanitary sewer replacement and the extents of the larger area of the
wetland (BSW-9) is outside of our Limit of Disturbance and will have no impact. Shown on figure 3.6
BSW-8 (Sheet 11-C21 Robin Road Outfall) a proposed temporary impact (11-W4) has been added to the plans
due to proposed sanitary sewer replacement. Added to figure 3.3
BSW-5 (Sheet 11-C31 Dan River Outfall) a temporary impact has been added due to the use of heavy-duty rig
matting for access along the Dan River Outfall. Shown on figure 3.5
11 -SS (Sheet 11-03) has been added to the plans as there is a stream crossing and replacement of sanitary
sewer. Figure 3.4
The field visit identified wetland areas (BSW-6 and BSW-7) which were not shown as impacts on the figures on
Sheet 11-C27 where existing manholes are being replaced in kind. Impact 11-W8 to BSW-6 have been added to
the plan sheet and figure 3.2. There are no impacts to BSW-7.
Impact 11-W1 (Sheet 11-C9) hatching has been updated as was noted during the field visit.
BSW-2, BSW-3 and BSW-4 (Sheet 11-C19 Robin Road Outfall) temporary impacts not previously shown have been
added to account for the use of heavy duty rig -matting the Contractor will need to use for access. Figure 3.8
2) Per NWP General Condition 23(a) and (b) regarding avoidance and minimization of impacts to the maximum
extent practicable, could proposed stream crossings in sewer re -alignment areas be re -aligned to cross the
stream at closer to perpendicular within the existing easement? Stream impacts proposed at crossings 11-52,
11-53, 11-54, 11-57, and 11-511 are longer than impacts typically proposed for utility crossings;
The design objective at each of these crossings was to minimize any additional sanitary sewer pipe as well as
avoid areas with rock and/or which required deeper excavation, to the extent possible as not to increase
construction cost more than necessary for the City of Eden. In some of these crossings it was the most desirable
option to replace the existing sanitary sewer pipe in the some horizontal alignment (11-52 & 11-511). In other
areas, such as 11-53 the design was laid out in order to retain the alignment of the existing sanitary sewer both
to the west and to the north which intercept at manhole BSW-009. Then by replacing manhole BSW-009 and
adjusting the alignment slightly we were able to avoid any impact to the existing 24" and 30" culverts prior to
tying back into the existing alignment at BSW_034.
In other cases such as 11-54 and 11-57 the proposed alignment was relocated slightly to avoid impact to storm
drainage as well as existing building structures.
3) Note 7 on Plan Sheet 11-C7 indicates that rip rap will be placed at stream Crossing 11-57. If this rip rap is to be
placed below the ordinary high water mark of this stream, then we would consider the impacts permanent
rather than temporary. Although we would not typically consider these impacts to be a permanent loss of
waters, we need to ensure that any rip rap placed in the stream bed would not be placed above the existing
stream bed grade. Further, the impacts would need to be changed from temporary to permanent on the PCN;
An ordinary high-water mark was not obtained at this location and the ditch currently exists as a fully lined rip -
rap ditch. The Contractor will be required to restore the ditch to original grade, and this has been noted on the
plans.
4) It appears that new manholes (BSE 0449, possibly BSE0450, and maybe others) are proposed to be placed within
Wetland BSW-5. These impacts are considered permanent discharges of fill material and permanent losses of

waters of the US. Given that NWP 12 cannot be used to authorize permanent above -grade fill for utility lines,
NWP 18 would be required to authorize them. However, these impacts must also be itemized separately on the
PCN form, along with reasons why they cannot be located outside of wetlands (avoidance and minimization);
These manholes are currently existing manholes that are part Eden's sanitary sewer system that are deteriorated
and need to be replaced, they are being removed and replaced in the some location.
5) Plan Sheet 11-C2 and others reference "DWG No. D9" in relation to the proposed stream crossing. However, this
drawing was not included in the PCN and attachments. Further, Plan Sheet 11-C30 references "Wetland Seed
Mix', however, there is no species list provided. Please provide any relevant detail sections and specification,
including stream impact restoration and stabilization details, seeding specifications, pump around methodology,
etc;
Sheets D-9 and D-10 have been included for your review.
6) Plan Sheet 11-C30 includes a proposed wetland impact the extends to the edge of the plan sheet at Matchline
Sta 65+00. However the plan set does not appear to include the plansheet that matches the matchline to show
the remainder of the proposed wetland impact;
Sheet 11-01 has been included.
7) Please ensure that the symbology used on the plan sheets for wetlands and streams is consistent throughout
the plan set. For example, the symbology for Wetland BSW-5 shown on Plan Sheet 11-C30 is different than for
Wetland BSW-1 shown on Plan Sheet 11-C9.
This has been corrected and Sheet 11-00 has been included.
8) Given the proximity of known occurrences of Roanoke logperch and James spinymussel, as well as potentially
suitable habitat for the smooth coneflower within the project area, we have initiated informal consultation with
the USFWS pursuant to Section 7 of the Endangered Species Act. Please note that the Corps cannot verify the
use of a NWP until Section 7 consultation is complete.
The survey for the smooth coneflower was submitted on July 16, 2019 by George Lankford, but has been
attached to this email for convenience.
Please let me know if you have any questions.
-Dave Bailey
David E. Bailey, PWS
Regulatory Project Manager
US Army Corps of Engineers
CE -SAW -RG -R
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
Phone: [phone], Ext. 30.
Fax: [phone]
Email: David. [e-mail]
We would appreciate your feedback on how we are performing our duties. Our automated Customer Service Survey is
located at: http://corpsmapu.usace.army.mil/cm apex/f?p=136:4:0
Thank you for taking the time to visit this site and complete the survey.
CLASSIFICATION: UNCLASSIFIED

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PROGRESS/ DUKE ENERGY NOTES:
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I I \ WHIC�`(EVER .� MORE
REMOVE EXIST BSE 0179 RESPONSIBILITY FOR ROUTING
1111 1204.0 SY STA 4+97.11 SEWER LATERAL TO MINIMIZE COST
I \ Ili' 111 t t t l t t 11 t ±16 SY 4' DIP. STD MH &REPLACE TO BE REMOVED
\ \ \ DB 631, PG 6 1 Iii 111111 1111 Q ( ) ASPHALT RIM EL=541.73
\ 1PIN 7979 4 88 11 ttll W/ OUTSIDE DROP 614.7 SY \\ OF INSTALL, LATERAL LENGTH, AND
11111 REMOVE & MILLING AND SMH BSE 0179
STA 1+02.34 (CARTER ST) EXIST ASPHALT RIM=543.07 DISRUPTION TO PROPERTY AND
111111 o
REPLACE 54 LF z =STA 14+68.66 CARTER OUTFALL OVERLAY RESIDENTS. ALL LATERAL BENDS
\ 1 \ � t t 1 I t to o o ( ) PAVEMENT INV IN=535.71 \
I I I \ 'o 1 / tt 11-W3 i1 24 CMP WITH co vo RIM EL=530.88 PER DETAIL INVOUT=535.70 \
PROPOSED 43 LF \ SHALL BE 45 DEGREE OR LESS, NO
I \ co_1 t I tltlt� 11111 54 LF 24 L � SHEET D4 90 DEGREE BENDS ON LATERALS
\ 11 ss `” tett LASS IV RCP �, I� 1+0 2+00 3+00 4+00 5+ 0 4 PVC SAN SEWER \�
/ \ 111 tt 1 " 012' TGE SERVICE \ \ SHALL BE ALLOWED WITHOUT
EXIST SMH 1 t 11 1111 X22°4'S LO E R E E E 1 PRIOR APPROVAL.
BSE 0392 \ 0 1 t I 11111 1 f _- c� al X-
I I I \ tv �� _ 11111!! 11 11111 — f i .f f f i f— — i, i r i r i r r — ❑ / I m
APPROX cv I t 1 I I f f f r-� f r fry
6 HOUSES I I Qow�
SERVED o I I LOW �_Ow of Q LOW - - - - -
f— - CAR E R T. N Low � J
- -ss-
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PROPOSED MH ? uriI
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/ I GANTT FONDA J\0NES \ 941 CAR T
/ \
1303 RIVERCREST �R PROPOSED MH BSE 0178 IN 797913040375 \
\ DB 1128, PG 1582 '
\PIN 797913040431 \ STA 0+00.00 (CARTER ST) H RRIS GARLAN I /\
=STA 0+00.00 (TROGDON) �� WAYNE �o \
RIM EL=529.70 0 �` \
s 94X CARTER S
1 \
\ B13.69,PG14 9
I PSN 79\9130402 8
I -
c REMOVE & R�PE6gCE
12 SY EXIST RIS RAP J
(OR AS NECESSARY) aNp
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e � � 4. CONTRACTOR SHALL COORDINATE
--- --- - --- - --- ---- - WITH OWNER'S PROJECT
FLO \ \ I COORDINATOR AND IMPACTED
6" w/L PB 9, PG 89 PROPERTY OWNERS MINIMUM OF
IvIv--_ �� TB - A V 96 HOURS PRIOR TO PERFORMING
LATERAL RE-ROUTES TO ARRANGE
TEMPORARY ACCESS TO
_ - �o a o 0 I - ss� i �� ` V A PROPERTY AND RESIDENCES AND
_ I �z N � � I - \ fr \
° � N � 01 01 _ I \, �( TO DISCUSS SEWAGE OUTAGE.
�o > > �v' - �v' v' PROPOSED SAN I \ \ '
�� `n 5. CONTRACTOR IS RESPONSIBLE TO
_ SEWER LATERAL_ \ \ \
==
� �s a- A FIELD VERIFY ALL UTILITY
=- = oo- SEE NOTE 6, & SEE PROPOSED
(\ �idARRIS, i
�p�� CLEANOUT i �' V LOCATIONS AND DEPTHS PRIOR TO
GAR WAYN� 1 QUANTITY NOTE, / � � //
"t" CLEANUP & SEED (TYP ALL LATERALS) & 45' BEND I / / -� INSTALLATION.
\ 947 CARS � R SEE QUAN ITY NOTE, —
-o B 1138 , PG 2 - �� (TYP ALL L TERALS) WATER SE VICE TO I� - 26.6 SY \�� �\ 6. CONTRACTOR SHALL VERIFY
o BE REPLACED FROM \
IN 797913040260 � �Sp�rR� _ - — CLEANUP & ETT JEFF R � \ \ � EXISTING SAN SEWER LATERALS
�b , \ \ EXIST METER TO MAIN - - 1 FESCUE SOD AND OTHERS \ n \ SHOWN (OR NOT SHOWN). ALL
- \goo STREAM CROSSING 11-S7, TYP, (QTY 6) -
�sooy \ N \ EXISTING SAN SEWER LATERALS
SEE NOTES 7 AND 9, - I — 963 CARTER ST \\
�= � N -BRYAN T�� - - - - , 1 V ARE 4" VC OR IRON (UNLESS
11-S7 SEE DWG NO. - DB 808, PG 2001 ❑ \\ \
D9 FOR CROSSING 953 CA - / f OTHERWISE NOTED). CONTRACTOR
�- - - - - - - L - PIN 797913031834 \\ ' SHALL REPLACE ALL ACTIVE
=_ REQUIREMENTS
1505, PG 2682 \ �Sp\ \ EKS RENTAL / a SEWER LATERALS FROM
o � �� -PI 797913041016 o \
PROPERTIES LLC - _ `" \ PROPOSED CLEANOUT TO
525 _ y \ \ 500Y -9a. C�9RTER ST
�' PROPOSED SEWER MAIN WITH 4"
t - , iiALEY ADB 132�So 576 /� VA i PVC AND NEW CLEANOUT AT
SEE DWG N . 11-C2 FOR -�ooi� PIN 7979139`1y ooY� \ \\\ RIGHT-OF-WAY. INSTALL CLEANOUT
WILLIAM BRIAN
q CARTER ST OUTFALL DYER -FAMILY TRUSTS 955 CARTER ST - _ IN VALVE BOX IF LOCATED IN ROAD,
PLAN AND PROFILE — ��so _ / \ DRIVEWAY, SIDEWALK, OR PARKING
949 CARTER S� AjoqB 1410, PG 1477 0)n—\ i � LOT.
o - �� DB -1138 , PG 2192 �F�fld 797913030998 \ / �/ \
PIN 797913040029 �� _ _ _ 1 7. CONTRACTOR SHALL PROVIDE
\ _ \ ��_ ' to - - - % BRIDGE MAT FOR EQUIPMENT
�qAf)n\ STREAM CROSSING AND PROVIDE
(:(IFFFR AAAA R PI IMP AR(ll min TO
MAINTAIN CONTINUOUS FLOW OF
~552 STREAM AND PROVIDE A DRY
o Lu
> CONDITION DURING INSTALLATION
111 U) OU OF SEWER PIPE.
0 0 = °� m
w ~o 2 � ti (q 8. SURVEY INDICATES APPARENT
U) o M� c < I- co CONFLICT BETWEEN EXISTING
Ln Lco 11n 11 O w rn J ? 548 SANITARY SEWER AND EXISTING
+� w z Q w O 24" RCP. CONTRACTOR SHALL
U) Q > > 0 o U) > REPLACE 24" RCP AT A CONSTANT
w U) z z 0- U) z SLOPE MATCHING EXISTING
INVERTS.
U- EXISTING GRADE
544 9. AN ORDINARY HIGH WATER MARK
ALONG PROPOSED
WAS NOT OBTAINED AT THIS
04 w O SAN SEWER EXIST SMH LOCATION AND THE DITCH
CD BSE 0179 N CURRENTLY EXISTS AS A FULLY
w O
U
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m a 06 o? Z I I REMOVED CONTRACTOR WILL BE REQUIRED
g=0w (o 00- (o �� ------- 540 TO RESTORE THE DITCH TO
0 2 0 Q C6 o7 co > EXIST 6" i� ��--_-- _- ---_ ORIGINAL GRADE.
U) p +� � „ WATER MAIN
O U) - + _j 11 11 D (APPROX
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communitV infrastructure consultants
720 CORPORATE CENTER DRIVE
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(t) 919-782-0495
(f) 919-782-9672
WWW.WKDICKSON.COM
NC LICENSE NO.F-0374
SEAL9��'
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WKD PROJ. NO.:
20120031.10. RA
PROPOSED 54 LF
PROPOSED
i
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SEE NOTE 8
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720 CORPORATE CENTER DRIVE
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(t) 919-782-0495
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WWW.WKDICKSON.COM
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STRUCTURES TABLE
NAME
STA.
TOP SLAB
ELEV
INV IN
INV�1T
1
7+31.79
525.81
521.53
521.27
2
7+85.95
526.47
524.64
522.81
\ OJ �� INV IN=5 6. 8 \
\ \p INV IN=5
\ INV OUT=5 5.9 \
Y
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\ i BSE 0425 \
\ 5' DIA FLAT TOP MH �j \
\ j STA 1+44.93 (ELM ST ESMT) �\
Yr,
\ SHER OOD STEVE R / 0 97 LF TREE
/ CTIONA
80 HAMPTON ST Q1 I c"' PROT FENCE
SEE DWG NO. 11-C11 / 706 , PG 880 ^oma CONTRACTOR SHALL
FOR REMOVAL OF EXIST N 796912955679 `^ REMOVE & REPLACE 24 LF
AERIAL CROSSING (OR AS NECESSARY) 12" RCP
/ W/CONC COLLARS
PROPOSED MH N I PROPOSED
BSE 0427 \ a 283.4 LF 8" VCP MH BSE 0751
TO BE ABANDONED
5' DIA FLAT TOP MH PROPOSED 4' DIA STD MH i
PLUG EA END
STA 2+54.17 LATERAL STA 7+27.89
& GROUT FILL 5; IN =524
RIM EL=514.87 SEE NOTE 1, RIM EL=525.00
A=55°17'22" RT - -- - REMOVE TYP (QTY 2) 4=23°26'16" RT-
1 QV
VE 53� Ax
102.3 LF 8" VCP / & REPLACE
211.2 LF 8" VCP
TO BE ABANDONED TO BE ABANDONED 15.7 SY EXIST ill it
PLUG EA END PLUG EA END _ _�ooYR CONIC FLATWORK
& GROUT FILL 25
&GROUT FILL �..
PROPOSED MH
BSE 0427A EXIST gSE 0428 � - 1l > 1 IN( ")=523.27 ( w W/GONG COLLARS TEMPORARY
4 DIAFLATTOP MH oo� _n _ 11l i OUT11 5X1� 732 z CONSTRUCTION
STA 3+88.79 (BRICK) TO BE l l l Xi O
s INV=519.08' A �1 11 8L TREE ENTRANCE
RIM EL=514.82 52 ABANDONED 111 l 11l po SEE II PROTECTION
4=16°34'12" LT 5 REFER TO_ OQA ill ll 111 NOTE 4 �I �� FENCE WRIGHT KENAN
60F��pE PIPE SPEC 21p�77'00 NO 11.1* l l l
PLUG TYP ��� ' t 1 1�'[ 1 11 r o PO BOX 661
- - - - - - - - � - -RIM=519.95 j z-
/ = ti 0 TRIBUTARY 3 TO l 111111111
f RIM EL -517.02 \ , INV IN=514.07 805 MPTON ST o PIN 79691295765
SMH BSE 0425 �_ MATRIMONY INV OUT=514.07 l / / SHALL REMOVE & 2 <d
v _ 8a CREEK INV l l l i / o REPLACE 56 LF (OR I DB 711 PG 187
/ RIM - 514.45 1 � 421 LF 5+00 w ��
INv IN=505.00 1 A, `� 4+00 SILT FENCE l l 1 ll l �/ / / AS NECESSARY) 24" w I PIN 7 6912954642
/ V OUT=504.96 8 VCP i t11 - -off T RCP W/CONC
/ SS- - -SS - - - - - __SS__
cn
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/ / 'SILT FENCE F E sus 1111 l Cc�i IIS PROPOSED MH
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l heap lull ll Illi ill / s 4'DIASTDMH
X APPROX. 88LF � �1'C� o '�
62� Tll 1�2Q1 l u l l 11 ll l l 398.9 SY TURF/
18" DIP TO BE , /STA 0+00.00 (HAMPTON ST)
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'IV
�/ V ABANDONED 1 1 1 l - Tt / I �' =C -17A 8+27.89 ELM ST ESMT
lllllllll llllllll 11-W1 111 ll� llll � _ ( )
/ ll l ll llilllill lhlllll llllllll lull llill� llllllllllillll l'[lll 2� - (WITHIN LOD)
PLUG EA END 0.36 AC ,�� 6 0 I R RIM EL=532.72
\ 4_4i l l 1 1 1 1 1 1 5? _--- MIM l l l l l i%l T Irm l l ll l l ll l l I A=89°53'55"' RT
&GROUT FILL ll 111 ll XCLEAR ll l 111 l 111 l WI llllW11 11111 111111 l ll -n
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LIMITS OF DISTURBANCE 1 111 goo EXIST TREES ALONG TOP OF �� 70 O 0 O
�� 11 1117X11 / oo�' -� �� R� CONIC DRIVE UI � c�
NOT TO EXCEED TOP OF O h �XIST S \ �1 w BANK AND NEAR BLDG SHALL 141.8 SY EXIST o c z z
BANK (TOB NOT SHOWN) !;x l l 111 1l / - ��� - o�� HAVE THE STUMPS LEFT IN - II "
11 1� BSE 0427 ��o0 100YR� �o _
Q \J r ` BRICK TO BE s o EXISTING PLACE TO AID IN BANK & CONTRACTOR SHALL a ml C", M M M06R SE N LEIG
.SOA`\ G'(O / l 1111 11 / Y
(BRICK)
El
FOOTING STABILIZATION TYP. REMOVE & REPLACE 64 LF 0- � 21� MILL RD
1 PROPOSED MH 0 2941.5 SY ABANDONED WETLAND (TYP.) G \VJ 69 /// % o' 11 1111 / ��° CLEANUP, SEED REFER TO v BOUNDARY (OR AS NECESSARY) 24" RCP in� 1 141 PG 44
QHS �1P` Q ��5 / BSE 0424A PROPOSED 20' �h '
2, 5 Q- i i i 1 I i i �& STRAW W/NET SPEC 01 27100 pp9 W/GONG COLLARSPI 796912957421
(BSW-1), PERMANENT CITY OF� `�`$5'DIA FLAT TOP MH �/ l l l l 11 E�T?M X009 - - - �� TEMPORARY
o� ��� STA 0+00.00 l 11 LY i i l S 0425 LIMIT OF DISTURBANCE, ( EDEN UTILITY ESMT
RIM EL=514.85 O �N� Y 11111 l / yam, DISTURBED AREA= 0.61 AC IMPACT \
�r \� 11l Xlill ICK) T
/ A=24°44'03"RT �,�Q' ll 111 RE MOVED E = 0.01 AC) PROPOSED MH HUFF EORGE M JR A �� SEE DWG TO 11T
BSE 0428 p FOR HAMPTON ST
1111 / 4' DIA FLAT TOP MH 811)' AMPTON ST -0 REPLACEMENT
PLAN AND PROFILE
DB 845
STA 5+12.32 , PG 990
SEE DWG NO. 11-C14 O� li1 11 1 /^ PIPEooS� RIM EL=520.24 PIN 796912955446
0
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/ FOR CONTINUATION l 1�1,1t i / PSG, F RG S RITA H A=38°53'41" LT IP
/TYP MABE D VID RAY 317 HA RIS ST HUTCHERSON w
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HILL BARBARA 4 8, PG 50 HAR D GEORGE I n I z
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536
532
528
1%111 / 901 BRENTWOOD RD DB 14 , PG 1727 PIIN 79691295231 N
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EXIST SMH DB 48 , 7 PIN 796912953 89 SCALE:1 "=40' CD Q
BSE 0424 PIN 796 128 82 I PI 7969129523 8 I PIN 796912955344 w 0
LLry ILU
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= O
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w=� �� wz It w=�Q w SEE TABLE FOR RIM 000 J��Li)z
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0 o � m < � 2i > > > O a Q J + _j II � O p m Q z > > CONTRACTOR SHALL (ORAS NECESSARY) 24"
aLn�Cucn II �zzz aQ�Oc�wzO �- ��v REMOVE & REPLACE 64 LF
100 YR FLOOD
ELEV=526.20'
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516 \\ /
512
m
EXIST SMH
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REMOVED
0.96%
504 PROPOSED 144_93 LF 18DIP@ _ _
500
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II
BORING
(PWR)
ELEV=512.00
' SED 109.24 LF 8" DIP@ 0.76C/C
ROf��
_ APPROX. 88LF 18" DIP
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_ PLUG EA END
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APPROX
EXISTING GRADE
ALONG EXISTING
SAN SEWER
/ I
/
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ELEV=512.50
�
- - RCP W/GONG COLLARS,
(OR AS NECESSARY) 24" RCP SEE DET DWG D8
64 LF CLASS III 24"
DRAWN BY:
PROPOSED
PROJ. DATE:
BORING
CONNECT EXIST
(RNE)
MH BSE 0752
TO BE REMOVED O
AND REPLACED 2 '
U
8" PVC TO
PROPOSED
4' DIA STD MH
�
SAN SEWER
PROPOSED MH
STA 8+02.89
I �'
SEE DET, DWG D1 SMH BSE 0429
( ) RIM=532.68
1. CONTRACTOR SHALL
RIM EL=528.61
I
I
I
AA
p INV IN=522.48
z
A=15°20'13"RT
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communitv infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, INC 27607
(t)919-782-0495
(f)919-782-9672
WWW.WKDICKSON.COM
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5. LIDAR CONTOURS ARE APPROXIMATE AND
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NATION FLOOD INSURANCE PROGRAM,
FLOOD INSURANCE RATE MAP PANEL
7969-07/03/07.
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AND ARE SHOWN TO PROVIDE
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SEWER. WHERE EXISTING MANHOLES
ARE ARE LOCATED WITHIN STREETS,
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PROPERTY OWNER'S SELECTED RELOCATION SIGHT. _ - �'/ i / / %/ i i j/ BSE 0571 _ SEE NOTE 7 _
N SEE DWG NO. 11-C25 \\ CENT -RCI �- - \ 2 \\ EASEMENT OBSTRUCTION ALLOWANCE SHALL COVER // 1 / %iii %%/ i 5' DIA FLAT TOP MH -w
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71
PROPOSED 20' \\\\ \ \\ \\\� \ \ \ MIN 45 LF FOR EQUIPMENT STREAM515/N
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CROSSINGS SHALL BE FACTORY
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2. SEWER CROSSING STREAMS
SHALL BE HYDROSTATICALLY
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SHALL NOT HAVE JOINTS BELOW
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UNLESS OTHERWISE NOTED.
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PROPOSED
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- - - - PROPOSED
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THICK STEEL ENCASEMENT
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SCALE: HOR 1"=40'; VERT 1"=4'
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3. LIMITS OF WORK (LOW) ARE INTENDED ONLY FOR ROUTING BYPASS PIPING.
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CONTRACTOR IS NOT PERMITTED TO USE THIS CORRIDOR FOR ACCESSING
NOT SHOWN). ALL EXISTING SAN SEWER LATERALS ARE 4" VC OR IRON
SEWER REPLACEMENT. NO DISTURBANCE IS PERMITTED.
(UNLESS OTHERWISE NOTED). CONTRACTOR SHALL REPLACE ALL ACTIVE
MARCH 2018
SEWER LATERALS FROM PROPOSED CLEANOUT TO PROPOSED SEWER MAIN
4. RIP RAP STABILIZATION SHALL BE COMPLETED WITHIN 7 DAYS OF BANK
WITH 4" PVC AND NEW CLEANOUT AT RIGHT-OF-WAY. INSTALL CLEANOUT IN
DISTURBANCE, UPON REMOVAL OF BRIDGE MAT AND WHEN ALL WORK
VALVE BOX IF LOCATED IN ROAD, DRIVEWAY, SIDEWALK, OR PARKING LOT.
DOWNSTREAM IS COMPLETED, PROVIDE SILT FENCE ON TOE OF SLOPE. (EA
SIDE OF BANK AND/OR PERM FORD).
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5. SEWER MAIN CORRIDOR ON THIS SHEET LIES INSIDE A FEMA SPECIAL FLOOD
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HAZARD AREA (REFERENCE NC FLOODPLAIN MAPPING PROGRAM, NATION
CONTRACTOR.
FLOOD INSURANCE PROGRAM, FLOOD INSURANCE RATE MAP PANEL
II
7979-07/03/07.
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communitv infrastructure consultants
720 CORPORATE CENTER DRIVE
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(t)919-782-0495
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WWW.WKDICKSON.COM
NC LICENSE NO.F-0374
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community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(t)919-782-0495
(f)919-782-9672
WWW.WKDICKSON.COM
NC LICENSE NO.F-0374
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SUMMARY TABLE FOR STREAM /SWAGE CROSSINGS REQUIREMENTS
APPROX MIN
QUANTITY
ORDINARY HIGH WATER
STREAM/SWALE
STREAM
JUSTIFICATION
FLOW RATE
STRUCTURE/PROCEDURE
PERMANENT
PERMANENT
MARK (DEPTH (FT) FROM
CROSSING
IDENTIFIER
(GPM) (1)
REQUIREMENTS
STABILIZATION
STABILIZATION
TOP OF BANK)
LOWER
SEWER
BRIDGE MAT COFFER DAM
CR 11-51
MATRIMONY
CROSSING
221309
g� PUMP AROUND
CLASS II
65.3 CU YDS
N/A
CREEK
CR 11—S2
UT 2 TO
SEWER
110044
BRIDGE MAT, COFFER DAM
CLASS II
24.9 CU YDS
0.83
DAN RIVER
CROSSING
8c PUMP AROUND
UT 4 TO
SEWER
BRIDGE MAT COFFER DAM
CR 11-53
MATRIMONY
1753
CLASS I
43.9 CU YDS
0.42
CREEK
CROSSING
g� PUMP AROUND
UT 4 TO
SEWER
BRIDGE MAT COFFER DAM
SYNTHETIC MAT
CR 11-54
MATRIMONY
40
24 SQ YDS
0.92
CREEK
CROSSING
8c PUMP AROUND
8c GRASS
CR 11—S5
UT 1 TO DAN
SEWER
8923
BRIDGE MAT, COFFER DAM
CLASS II
52.9 CU YDS
N/A
RIVER
CROSSING
8c PUMP AROUND
CR 11-56
UT 3 TO DAN
SEWER
693
BRIDGE MAT, COFFER DAM
CLASS B
16 CU YDS
2
RIVER
CROSSING
8c PUMP AROUND
UT 6 TO
SEWER
BRIDGE MAT COFFER DAM
CR 11-57
MATRIMONY
CROSSING
1144
� PUMP AROUND
CLASS B
19.6 CU YDS
N/A
CREEK
CR 11-58
UT 1 TO DAN
SEWER
19120
BRIDGE MAT, COFFER DAM
CLASS II
23.4 CU YDS
N/A
RIVER
CROSSING
8c PUMP AROUND
UT 7 TO
SEWER
BRIDGE MAT COFFER DAM
CR 11-59
MATRIMONY
CROSSING
1330
� PUMP AROUND
CLASS I
7.2 CU YDS
0.92
CREEK
UT 2 TO
SEWER
BRIDGE MAT, COFFER DAM
CR 11-510
DAN RIVER
CROSSING
9982
8c PUMP AROUND
CLASS I
11.7 CU YDS
N/A
LOWER
SEWER
BRIDGE MAT COFFER DAM
CR 11—S11
MATRIMONY
CROSSING
650355
� PUMP AROUND
CLASS II
94.1 CU YDS
N/A
CREEK
CR 11—S12
UT 1 TO
SEWER
5022
BRIDGE MAT, COFFER DAM
CLASS B
12 CU YDS
1.5
DAN RIVER
CROSSING
8c PUMP AROUND
CR 11-513
UT 1 TO
SEWER
290281
BRIDGE MAT, COFFER DAM
CLASS II
20.2 CU YDS
N/A
DAN RIVER
CROSSING
8c PUMP AROUND
CR 14-51
UT 1 TO
SEWER
N/A
BRIDGE MAT, COFFER DAM
CLASS II
32.7 CU YDS
4.25
SMITH RIVER
CROSSING
8c PUMP AROUND
CR 15-51
SMITH RIVER
SEWER
N/A
BRIDGE MAT, COFFER DAM
CLASS I
130 CU YDS
1
CROSSING
8c PUMP AROUND
CR 15-52
UT 1 TO
SEWER
N/A
BRIDGE MAT, COFFER DAM
CLASS II
118.2 CU YDS
N/A
SMITH RIVER
CROSSING
8c PUMP AROUND
CR 16-51
TACKETT
SEWER
1707
BRIDGE MAT, COFFER DAM
CLASS I
18 CU YDS
3.5
BRANCH
CROSSING
8c PUMP AROUND
UT3 TO
SEWER
BRIDGE MAT COFFER DAM
CR 16-52
TACKETT
CROSSING
2471
8c PUMP AROUND
CLASS II
9 CU YDS
1.8
BRANCH
CR 16-53
TACKETT
SEWER
7340
BRIDGE MAT, COFFER DAM
CLASS B
28.3 CU YDS
1.25
BRANCH
CROSSING
8c PUMP AROUND
CR 16-54
TACKETT
SEWER
23520
BRIDGE MAT, COFFER DAM
CLASS II
92 CU YDS
2.75
BRANCH
CROSSING
8c PUMP AROUND
UT4 TO
SEWER
BRIDGE MAT COFFER DAM
SYNTHETIC MAT
CR 16—S5
TACKETT
N/A
13 SQ YDS
N/A
CROSSING
8c PUMP AROUND
8c GRASS
BRANCH
CR 17-51
UT2 TO
SEWER
N/A (2)
BRIDGE MAT, COFFER DAM
STRAW W/NET
39 SQ YDS
0.67
DRY CREEK
CROSSING
8c PUMP AROUND
8c GRASS
(1) FLOW RATE DATA FOR BRIDGE STREET BASIN (CR11—XX) FROM HYDRAFLOW MODEL RESULTS. FLOW MEASUREMENTS WERE MADE ON NOVEMBER 2,
2017 AND ARE SUBJECT TO CHANGE GIVEN ANTECEDENT RAINFALL AND SEASONAL VARIATIONS IN GROUNDWATER. FLOW MEASUREMENTS ARE BASED ON
ORDINARY HIGH WATER ELEVATION.
(2) A STANDING POOL OF WATER WAS OBSERVED AT THIS CROSSING.

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PROPOSED 12' WOOD
BRIDGEMAT (3) 4' WIDTHS
FOR CROSSING
KICK BOARD
(PROTECT EITHER SIDE
WITH SILT FENCE AS
SHOWN BELOW, OF
SUFFICIENT HEIGHT TO
PREVENT DEBRIS FROM
FALLING OVER)
EXISTING STREAM OR SWALE 1/4 CLASS I RIP RAP FOR APPROACH
(WIDTH VARIES) SUPPORTED STABILIZATION W/FILTER FABRIC, TYP
(SEE PLAN & PROFILE)r F
WATER DIVERSION,
INSTALL BOTH SIDES
12'
50 BOLTS TO OPTIONAL
SECURE PLYWOOD
MAT SHEETING
ELEVATION 8"x8" KICK
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PLAN
SECTION A -A
GENERAL NOTES: SEQUENCE NOTES:
1. INSTALL TO CREATE A MINIMUM 12 FT CROSSING WIDTH OR LARGER WIDTH 1. MAT SHALL BE INSTALLED PRIOR TO CONSTRUCTION. LOCATION OF MAT AT
FOR CONSTRUCTION EQUIPMENT. EACH CROSSING SHALL BE COORDINATED BY CONTRACTOR SO IT DOES NOT
CONFLICT WITH SEWER EXCAVATION AND IT RESIDES WITHIN LIMITS OF
2. PERIODICALLY CHECK MAT HARDWARE, RETIGHTEN AS REQUIRED TO MAINTAIN DISTURBANCE (LOD).
STRENGTH AND INTEGRITY.
2. MAT SHALL REMAIN IN PLACE UNTIL ALL DOWNSTREAM (IN TERMS OF SEWER
3. REMOVE ANY DEBRIS THAT ENTERS STREAM OR DRAINAGE WAY. FLOW) WORK HAS BEEN COMPLETED, RESTORED AND DEEMED ACCEPTABLE.
4. CONTRACTOR RESPONSIBLE FOR SIZING STRUCTURAL COMPONENTS OF MAT 3. WHERE MAT LOCATION OVERLAPS LOCATION OF A PROPOSED PERMANENT
TO CARRY ALL CONSTRUCTION LOADS INCLUDING EQUIPMENT AND MATERIAL. FORD OR REPLACEMENT OF AN EXISTING FORD, THE FORD SHALL THEN BE
CONSTRUCTED AND SHALL BE USED BY THE OWNER FOR PERPETUAL
OPERATION AND MAINTENANCE OF SEWER.
TEMPORARY STREAM CROSSING (BRIDGE MAT)
NOT TO SCALE
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TOP OF BANK
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ORDINARY HIGH
WATER MARK(OH
(VARIES) ~
T (MIN) IS BASED UPON MIN DIAMETER OR
THICKNESS OF SIZE OR CLASSIFICATION AS -� -
DEFINED IN STABILIZATION MEASURES, SEE -
STREAM CROSSING REQUIREMENTS TABLE -
STONE SIZE/THICKNESS (T):
• CLASS II RIP RAP=28"
• CLASS I RIP RAP=20"
• CLASS B RIP RAP=18" SECTION
RIP RAP TO CONFORM
TO EXISTING SLOPE
REPLACE EXISTING
STREAM BED COBBLE
STONE IN DITCH BOTTOM
AFTER PIPE INSTALL
DE -W)
SILT BAG
LOCATION
FILTE
FAB R I
GRAVITY SEWER FILTER CLOTH
(NO JOINTS SHALL BE INSTALLED -
BENEATH STREAM -STAGGER _
PIPE LAYING SO JOINTS ARE SILT BAG
OUTSIDE STREAM INFLUENCE) II - PER PLANS
15-20' DISCHARGE
- - - - - - - - FILTER FABRIC HOSE
STABILIZED
CROSS SECTION OUTFALL
CLASS A STONE
SILT FENCE TO
PARALLEL STREAM
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NOT TO SCALE
STRAP 1/4"x7" PROVIDE 1/8"x7" RUBBER - CLASS 53 D
GASKET
UND
,/-Ft STRAP 1/4"x8" PROVIDE
CIRCUMFERENCE OF L CRUBBER GASKET IRCUMFERENCE O p AROUNDIFULL G TO 5'-0" MAX. POE FLANC
2'-6" PIPE
2„ 2-3/4"0 A325 BOLTS
AND WASHERS EACH
1/2" TAKE-UP SIDE TYPICAL (UPSET
(TYP.) THREADS)
3/16 (3/16" WELD ALONG
BOTH EDGES OF THE
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HP8x36 (WELD VERTICAL HP
CONTINUOUSLY TO
HORIZONTAL HP)
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,V-12" SHALL BE CLASS 53 MANUFACTURED
RESTRAINED JOINT DUCTILE IRON CLASS 53 DI OR
FLANGED PIPE. FIELD RESTRAINT SYSTEMS (IE:
MEGA -LUGS, GRIP -RINGS, ETC.) SHALL NOT BE
UTILIZED. ALL OTHER PIPE SHALL BE CLASS 53
DUCTILE IRON FLANGED PIPE.
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GENERAL GUIDANCE ON THE INSTALLATION OF H -PILES TO SUPPORT AN ULU
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PRIOR TO CONSTRUCTION. THE FAYETTEVILLE PUBLIC WORKS z >
COMMISSION ASSUMES NO LIABILITY FOR THE USE OF THIS DETAIL. w o
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TYPICAL "H" PILE SUPPORT
N.T.S.
H -PILE DETAIL 4" THRU 16" PIPE
FOR AERIAL CROSSINGS
NOT TO SCALE
1/2"
TAKE-UP
(TYP.)
R 1 /4"x8"
T-6"
(3/16" WELD
6A ALONG BOTH
6V --EDGES OF THE
3/8" PLATE)
(WELD VERTICAL BEAM
CONTINUOUSLY TO
HORIZONTAL BEAM)
2-7/8"DIA A325 BOLTS AND R STRAP 1/4"x8"
WASHERS EACH SIDE
TYPICAL (UPSET THREADS)
W14x43
3/8" END R SEAL
WELDS
CLASS 53 DUCTILE
(WELD VERTICAL IRON FLANGED
BEAM t PIPE
CONTINUOUSLY
TO HORIZONTAL
BEAM)
R
EXISTING 8" CLASS
GROUND A STONE
EXISTING
CHANNEL
SILT BAG PROFILE
INTENT/DISCLAIMER: IT IS THE INTENT OF THIS DETAIL TO PROVIDE
POLYETHYLENE LEVEL WITH TOP OF
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GENERAL GUIDANCE ON THE INSTALLATION OF H -PILES TO SUPPORT AN
2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS FROM STREAM FLOW.
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AERIAL CROSSING. THE DESIGN ENGINEER SHALL CAREFULLY REVIEW
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HP8x36 MIN. (6
THE SPECIFIC SITE, SOIL CONDITIONS, PIPE LOADS, AND PIPE DESIGN
4. THE BY-PASS PUMP SHOULD ADEQUATELY CONVEY MINIMUM 450 GALLONS / MINUTE OR AS SHOWN
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PRIOR TO CONSTRUCTION. THE FAYETTEVILLE PUBLIC WORKS
OR OTHER APPROVED
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COMMISSION ASSUMES NO LIABILITY FOR THE USE OF THIS DETAIL.
DAM DETAIL.
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TYPICAL "H" PILE SUPPORT
H -PILE DETAIL >16" THRU 24" PIPE
FOR AERIAL CROSSINGS
NOT TO SCALE
NOTES:
NOTES:
POLYETHYLENE LEVEL WITH TOP OF
1. EXCAVATION SHALL BE PERFORMED ONLY IN DRY AND/OR ISOLATED SECTIONS OF CHANNEL.
MEMBRANE ON FACE, T-0" BANK OR AS NECESSARY
2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS FROM STREAM FLOW.
20 ML THICK
3. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED IN ONE WORKING
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DAY. A MAXIMUM OF 1000 FEET MAY BE DISTURBED AT ANY ONE TIME.
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4. THE BY-PASS PUMP SHOULD ADEQUATELY CONVEY MINIMUM 450 GALLONS / MINUTE OR AS SHOWN
1 CLASS I RIP RAP, NJ BARRIER
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OR OTHER APPROVED
5. DIKE MUST BE CONSTRUCTED OF NON -ERODIBLE MATERIALS SUCH AS SANDBAGS, SEE COFFER
MATERIAL (IF USING RIP RAP
DAM DETAIL.
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DOWNSTREAM, SLOPE NO
SEQUENCE OF CONSTRUCTION FOR TYPICAL PUMP AROUND
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1. INSTALL STILLING BASIN AND STABILIZED OUTFALL USING CLASS A RIP RAP AT THE DOWNSTREAM
END OF THE DESIGNATED PROJECT WORKING AREA.
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2. THE CONTRACTOR WILL INSTALL THE PUMP AROUND PUMP AND THE TEMPORARY PIPING THAT WILL
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BY-PASS PUMP
5' EXISTING BOTTOM
3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR STREAM DIVERSION.
OF STREAM
ER DAM
TO DEWATER THE ENTRAPPED AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF
SANDBAGS, CLASS I SYNTHETIC
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SUFFICIENT SIZE TO DEWATER THE WORK AREA. THIS STREAM FLOW WILL ALSO BE PUMPED TO AN
RIP RAP OR OTHER FILTER FABRIC
OUTFALL STABILIZED WITH CLASS A RIP RAP.
NON -ERODIBLE
kRGE HOSE
MATERIAL
ACCORDANCE WITH THE PLAN AND FOLLOWING THE GENERAL CONSTRUCTION SEQUENCE.
NOTES:
6. THE CONTRACTOR WILL EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF
1. CONTRACTOR SHALL INSTALL COFFER DAM WITH BYPASS
THE IMPERVIOUS DIKE. WHEN DEWATERING AREA, ALL DIRTY WATER MUST BE PUMPED THROUGH A
ARRANGEMENTS ALONG ALL JURISDICTIONAL STREAMS PRIOR TO
=D PIPE
SEWER INSTALLATION TO ENSURE DRY CONDITIONS. SEE STREAM
WITH THE DOWNSTREAM DIKE FIRST.
PUMP AROUND DETAIL.
7. ONCE THE WORKING AREA IS COMPLETED, REMOVE ALL RIP RAP AND IMPERVIOUS DIKES AND
2. CONTRACTOR SHALL FOLLOW CONSTRUCTION SEQUENCE AS NOTED
STABILIZE DISTURBED AREAS IN ACCORDANCE WITH STREAM STABILIZATION REQUIREMENTS.
ON CONTRACT DRAWINGS.
8 ALL WORK IN CHANNEL MUST BE COMPLETED BEFORE REMOVING IMPERVIOUS DIKE/COFFER DAM.
COFFER DAM
NOTES:
NOTES:
1. EXCAVATION SHALL BE PERFORMED ONLY IN DRY AND/OR ISOLATED SECTIONS OF CHANNEL.
2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS FROM STREAM FLOW.
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3. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED IN ONE WORKING
DAY. A MAXIMUM OF 1000 FEET MAY BE DISTURBED AT ANY ONE TIME.
4. THE BY-PASS PUMP SHOULD ADEQUATELY CONVEY MINIMUM 450 GALLONS / MINUTE OR AS SHOWN
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ON SUMMARY TABLE THIS SHEET UNLESS OTHERWISE NECESSITATED BY FIELD CONDITIONS.
5. DIKE MUST BE CONSTRUCTED OF NON -ERODIBLE MATERIALS SUCH AS SANDBAGS, SEE COFFER
DAM DETAIL.
SEQUENCE OF CONSTRUCTION FOR TYPICAL PUMP AROUND
1. INSTALL STILLING BASIN AND STABILIZED OUTFALL USING CLASS A RIP RAP AT THE DOWNSTREAM
END OF THE DESIGNATED PROJECT WORKING AREA.
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2. THE CONTRACTOR WILL INSTALL THE PUMP AROUND PUMP AND THE TEMPORARY PIPING THAT WILL
CONVEY THE BASE FLOW FROM UPSTREAM OF THE WORK AREA TO THE STABILIZED OUTFALL.
3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR STREAM DIVERSION.
4. INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND DEWATERING PUMPING APPARATUS IF NEEDED
TO DEWATER THE ENTRAPPED AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF
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SUFFICIENT SIZE TO DEWATER THE WORK AREA. THIS STREAM FLOW WILL ALSO BE PUMPED TO AN
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OUTFALL STABILIZED WITH CLASS A RIP RAP.
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5. THE CONTRACTOR WILL PERFORM STREAM RESTORATION AND/ OR UTILITY CROSSING WORK IN
ACCORDANCE WITH THE PLAN AND FOLLOWING THE GENERAL CONSTRUCTION SEQUENCE.
6. THE CONTRACTOR WILL EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF
THE IMPERVIOUS DIKE. WHEN DEWATERING AREA, ALL DIRTY WATER MUST BE PUMPED THROUGH A
SILT BAG. REMOVE IMPERVIOUS DIKES, PUMPS, AND TEMPORARY FLEXIBLE HOSE/PIPING STARTING
WITH THE DOWNSTREAM DIKE FIRST.
7. ONCE THE WORKING AREA IS COMPLETED, REMOVE ALL RIP RAP AND IMPERVIOUS DIKES AND
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STABILIZE DISTURBED AREAS IN ACCORDANCE WITH STREAM STABILIZATION REQUIREMENTS.
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8 ALL WORK IN CHANNEL MUST BE COMPLETED BEFORE REMOVING IMPERVIOUS DIKE/COFFER DAM.
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18. ALL STEEL MEMBERS AND STRAPS WILL BE POWER TOOL CLEANED TO A MINIMUM OF SSPC-SP3 AND HOT -DIP GALVANIZED PER ASTM
A123. BOLTS AND WASHERS WILL BE HOT -DIP GALVANIZED PER ASTM A153. ALL WELDS WILL BE GRINDED AND COATED WITH 2 COATS
STREAM PUMP AROUND
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1. ALL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A992 GRADE 50.
2. A SUBSURFACE GEO-TECHNICAL REPORT IS REQUIRED TO DETERMINE PILE EMBEDMENT LENGTH.
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3. THIS DETAIL IS FOR GUIDANCE/INFORMATION ONLY. THE DESIGN ENGINEER SHALL BE RESPONSIBLE FOR PROVIDING A PROJECT
SPECIFIC DESIGN.
4. FOR ALL AERIAL CROSSINGS, A PROJECT SPECIFIC DESIGN SHALL BE SUBMITTED TO FAYPWC FOR REVIEW AND APPROVAL.
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5. A SUBSURFACE GEO-TECHNICAL EVALUATION IS REQUIRED IN ORDER TO DESIGN THE PILE LENGTH, EMBEDMENT, AND SPACING FOR
THE SPECIFIC PROJECT LOCATION. THE DESIGN ENGINEER SHALL PROVIDE A COPY OF THE REPORT AND THE DESIGN TO FAYPWC.
6. THE DESIGN ENGINEER SHALL FURNISH A STRUCTURAL DESIGN BASED UPON ACTUAL FIELD CONDITIONS AND THE INTENDED USE OF
THE STRUCTURE. LATERAL LOADS MAY REQUIRE THE ADDITION OF A BATTERED PILE. THE DESIGN ENGINEER SHALL CONSIDER SUCH
LOADS AS ICE/SNOW, FLOODING, ETC.
7. FOR AERIAL SUPPORT OF PRESSURE MAINS, THE ENGINEER SHALL ENSURE THAT THE PIPE JOINTS CAN PROVIDE THE NECESSARY
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THRUST RESTRAINT. CALCULATIONS SHALL BE SUBMITTED TO FAYPWC FOR REVIEW, PRIOR TO CONSTRUCTION.
8. LOCATION AND SPACING OF PILES SHALL BE BASED UPON ACTUAL FIELD CONDITIONS AND AS SPECIFIED BY THE DESIGN ENGINEER.
EACH PIPE JOINT SHALL BE SUPPORTED BY A PILE, UNLESS OTHERWISE APPROVED BY FAYPWC.
9. ANY CHANGES TO THIS DETAIL SHALL BE REVIEWED AND APPROVED BY FAYPWC PRIOR TO CONSTRUCTION.
10. ANY REVISIONS TO THIS DETAIL SHALL BE SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER AND SUBMITTED TO
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FAYPWC FOR REVIEW.
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11. PILES SHOULD NOT BE PLACED IN THE CENTERLINE OF THE STREAM.
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12. PILES SHALL BE DRIVEN UTILIZING A VIBRATORY HAMMER OR PILE HAMMER.
13. ALL PILES SHALL BE DRIVEN TO REFUSAL. THE DESIGN ENGINEER SHALL PROVIDE FAYPWC WITH CALCULATIONS AND/OR A REPORT
THAT CLEARLY DEFINES WHAT CONSTITUTES REFUSAL. SHOULD THE CONTRACTOR UTILIZE A DIFFERENT DRIVING METHOD THAN
SPECIFIED, THEN REVISED CALCULATIONS SHALL BE PROVIDED TO FAYPWC.
14. PILES SHALL BE CUT OFF SQUARE AT THE REQUIRED ELEVATIONS WITH METHOD OF CUT APPROVED BY THE DESIGN ENGINEER.
15. EXPANSION JOINTS SHALL BE PROVIDED AS REQUIRED. THE EXPANSION JOINTS SHALL BE SUPPORTED BY PLACEMENT OF PIERS
WITHIN 3 FEET ON BOTH SIDES OF THE JOINT OR AS SPECIFIED IN THE DESIGN.
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16. ALL PILE LOCATIONS SHALL BE STAKED BY A NC LICENSED PROFESSIONAL SURVEYOR, IN ACCORDANCE WITH THE APPROVED PLANS.
17. ALL WELDS SHALL BE BY A CERTIFIED WELDER.
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18. ALL STEEL MEMBERS AND STRAPS WILL BE POWER TOOL CLEANED TO A MINIMUM OF SSPC-SP3 AND HOT -DIP GALVANIZED PER ASTM
A123. BOLTS AND WASHERS WILL BE HOT -DIP GALVANIZED PER ASTM A153. ALL WELDS WILL BE GRINDED AND COATED WITH 2 COATS
OF A COLD APPLIED GALVANIZING PAINT.
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19. ALL DI PIPE IN SANITARY SEWER SERVICE SHALL HAVE AN INTERIOR LINING OF PROTECTO 401 OR APPROVED EQUAL.
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DI KAON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, INC 27607
(t) 919-782-0495
(fl919-782-9672
WWW.WKDICKSON.COM
INC LICENSE NO.F-0374
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DRAWN BY: AB, ATM, MOS
PROJ. DATE: MARCH 2018
DRAWING NUMBER:
D10
WKD PROJ. NO.:
20120031.10. RA

BIOLOGICAL EVALUATION
FOR
SMOOTH CONEFLOWER (Echinacea laevigata)
Eden Remediation: Sewer Replacement and Rehabilitation
Eden, NC
July 2019
Prepared for:
WK Dickson & Co., Inc.
720 Corporate Center Drive
Raleigh, NC 27607
Prepared by:
George Lankford
George K Lankford, LLC.
238 Shady Grove Road
Pittsboro, NC 27312

GEORGE K LANKFORD, LLC
FINAL- Biological Evaluation for Smooth Coneflower
City of Eden Remediation -Sewer Replacement and Rehabilitation Project
1.0 Background
The purpose of this Biological Evaluation (BE) is to address the effect of the City of Eden Remediation -
Sewer Replacement and Rehabilitation Project on smooth coneflower (Echinacea laevigata). The smooth
coneflower is listed as endangered under the Endangered Species Act (ESA).
This BE, prepared by George K Lankford, LLC for WK Dickson & Co., Inc., addresses the proposed
action in compliance with Section 7 of the ESA. Section 7 assures that, through consultation (or
conferencing for proposed species) with the Service, federal actions do not jeopardize the continued
existence of any threatened, endangered or proposed species, or result in the destruction or adverse
modification of critical habitat. Mr. Lankford has a Master's degree in botany with more than 20 years'
experience. He has expertise in the fields of plant taxonomy, habitat evaluation, and landscape ecology.
He has evaluated protected species throughout the southeast and within all ecoregions of North Carolina.
Early coordination and pre -consultation with the Service was conducted by submitting scoping letters for
each of the basin. Through the coordination process, surveys for smooth coneflower was requested by the
US Fish and Wildlife Service (FWS) to determine the presence of this protected species and to determine
if this project will adversely affect this protected species. No designated critical habitat for smooth
coneflower is located in or near the project site.
2.0 Project Description
The City of Eden is in the process of implementing a Collection System Remediation Program which
includes rehabilitation, replacement, and/or relocation of pump stations, manholes, and gravity sewer
mains in various sewer basins. The project area is served by an aging and failing sewer system. The
program includes a series of projects aimed to reduce sanitary sewer overflows (SSOs) and excessive
infiltration and inflow (I&1) in the wastewater collection system. The Remediation Program is a
requirement of the City's Administrative Order by Consent (AOC) with the United States Environmental
Protection Agency (EPA).
These sewers are physically degraded containing Grade 3, 4 and 5 defects (Pipeline Assessment and
Certification Program) and are anticipated to be repaired utilizing open trench construction, relocation,
and rehabilitation by cured in place pipe (CIDP) lining. Due to documented pipe degradation, other
methods that would result in less impact are not suitable. The upgrades will be designed to meet current
safety and material standards. To accommodate the necessary larger equipment and allow transportation
of materials, temporary impacts may occur outside of the current and/or existing easement as needed. The
project footprint is generally within maintained easement corridors of the outfall with temporary impacts
potentially outside of this easement. The easement right of way is currently either maintained herbaceous,
under roadways or developed parcels. The sewer line is primarily a gravity system and due to the size and
extent of the project, the project was divided in basins that approximate four small watersheds.
The proposed action will not require any relocation of housing or community businesses. Therefore, no
impacts on surrounding communities caused by shifts in patterns of population movement and growth;
public service demands; changes in business and economic activities were identified or are anticipated.
The indirect impacts of this proposed project will have positive effects on the water quality due to
correction of existing sewer failures, provide a more reliable service, and reduce operation and
maintenance costs. It will bring the sewer system up to current standards.
The project covers parts of four watershed basins that includes the Kuder Street Basin, the Dry Creek
Basin, the Bridge Street Basin (including the Dan River Outfall, and the Junction Basin (including the
Smith River Outfall and Siphon).
Page 2 of 7
July 2019

GEORGE K LANKFORD, LLC
FINAL- Biological Evaluation for Smooth Coneflower
City of Eden Remediation -Sewer Replacement and Rehabilitation Project
Phase 11 Bridge Street Basin & Phase 12 -Dan River Outfall
It is anticipated this project will work will include replacement utilizing open trench construction
(approximately 13,000 LF), relocation (approximately 3,000 LF), and rehabilitation by cured in place
pipe (CIPP) lining (approximately 11,000 LF).
Phase 14 - Junction Street Basin
The Junction Basin Replacement and Rehabilitation consists of replacement of approximately 528
linear feet (LF) of 8" gravity sewers, 1,057 LF of 24" gravity sewers, trenchless cured -in-place pipe
(CIPP) lining of 1,168 LF of 18" gravity sewer, and the replacement of five 4' diameter manholes
including parts of the Smith River Outfall, Valley Drive, and Neil Street Outfall.
Phase 15 - Smith River Siphon Replacement (within the Junction Street Basin)
The Smith River Outfall (Junction Basin) Rehabilitation consists of improvements to the outfall
between sanitary manhole JN MH -0296 to just upstream of the Junction Pump Station (JPS) and
includes an inverted siphon under the Smith River. These portions of the collection system require
immediate rehabilitation by replacement of several segments of sewer that are not suitable for lining
(approximately 1,100 LF of 24" gravity sewer main), installation of a new triple barrel siphon that
meets current standards for accessibility and routine cleaning, and approximately 2,400 LF of sewer
main rehabilitation via CIPP lining. The existing siphon will be removed and replaced in generally
the same alignment. Construction of the siphon across the Smith River requires a staged coffer dam
across the river for work to be performed in the dry. The existing siphon will be removed and
replaced in generally the same alignment with less severe angles which will require relocation of the
inlet and outlet structures. The siphon will be taken out of service during replacement and will be
bypassed for an estimated period of up to six months.
Phase 16 - Kuder Street Basin
The Kuder Street Basin Replacement and Rehabilitation consist of the Park Road (Tackett Branch)
Outfall Replacement and Rehabilitation from Landfall Drive to its terminus where it ties into the
Smith River Outfall (Kuder Street Basin) and includes rehabilitation of miscellaneous sections of
sewer. It is anticipated to be repaired utilizing a combination of open trench construction
(approximately 6,980 LF), relocation (approximately 150 LF) and cured in place pipe lining.
Phase 17 — Dry Creek Basin
The Dry Creek Basin Replacement and Rehabilitation consist of numerous Cured in Place Pipe Liner
(CIPPL) installation of gravity sewer mains in streets, completion of the rehabilitation of the Dry
Creek Outfall from Main Street to its terminus near Loparex manufacturing and replacement of the
Eisenhower Court Outfall between Eisenhower Court and Mill Avenue. It is anticipated to be
repaired open trench construction (approximately 1,530 LF) and CIPPL installation (14,000 LF).
This project is located within the urbanized landscape of the City of Eden and the project area is spread
across multiple watershed draining to the Dan and Smith Rivers. Located in the Upper Dan River Basin,
the Dan River forms the southern boundary for two of the watersheds with the Smith River dividing
another. Only one project, Dry Creek, does not share a boundary with a river. Major stream includes Dry
Creek, Matrimony Creek, and Tackett Branch, all of which flow to the Dan River. Much of the project
lays along small unnamed tributaries to these waterbodies. Small jurisdictional wetland areas were
identified scattered throughout the project area.
The majority of the project area is urbanized although mature forest lies between land use areas, provide
stream buffers, and separates many residential neighborhoods. Within the watersheds evaluated, land use
ranges from rural/agricultural to residential to commercial/industrial.
Page 3 of 7
July 2019

GEORGE K LANKFORD, LLC
FINAL- Biological Evaluation for Smooth Coneflower
City of Eden Remediation -Sewer Replacement and Rehabilitation Project
The proposed sewer replacement and rehabilitation project will be designed to current standards and will
improve water quality by reducing overflows to stream, reduce maintenance and repair, and increase
system reliability for homes and business. Much of the sewer easements lies beneath roadways with the
remaining easement regularly maintained. Parts of the easement contain public greenways and electric
utility lines cross the sewer in numerous areas. Although regularly maintained, much of the area under
evaluation currently has dense coverage of herbaceous vegetation or low woody plants and surrounded by
mature forest or agricultural hay fields.
3.0 Smooth Coneflower
The Endangered Species Act requires that any action involving the expenditure of federal funds is not
likely to jeopardize the continued existence of any endangered or threatened species or adversely modify
critical habitat for those species. In June and July of 2019, a Habitat Assessment was conducted of the
project Area of Potential Effect to determine if any endangered smooth coneflower or suitable habitat is
present. Below is a summary of the findings for the habitat evaluation and species survey for the federally
protected smooth coneflower in and around the project area.
There are three federally listed ESA species listed as potentially occurring within the project and was
identified in the Endangered Species Reports generated through the IPaC FWS website. In addition to the
endangered smooth coneflower, the other two endangered species potentially present are aquatic,
including the Roanoke logperch (Percina rex) and the James spinymussel (Pleurobema collina). Surveys
for these species are being performed by another qualified consultant. This report focuses only on a
survey for the endangered smooth coneflower (Echinacea laevigata). Species and habitat descriptions
follow USFWS information found online at http://www.fws.gov/raleigh/.
Smooth Coneflower Description
Smooth coneflower is a perennial herb in the Aster family (Asteraceae) that grows up to 3.3 feet (ft) (1
meter; m) tall from a vertical root stock. It has large elliptical to broadly lanceolate basal leaves tapering
into a long petiole toward the base. Leaves are smooth to slightly rough in texture and stems are smooth,
with few leaves. The mid -stem leaves are smaller than the basal leaves and have shorter petioles. Flower
heads are usually solitary with rays that are light pink to purplish in color, usually drooping. Flowering
occurs from late May through mid-July and fruits develop from late June to September. The fruiting
structures often persist through the fall.
Smooth Coneflower Habitat Description
Smooth coneflower is typically found in open woods, glades, cedar barrens, roadsides, clear -cuts, dry
limestone bluffs, and power line rights-of-way, usually on magnesium and calcium rich soils. Smooth
coneflower occurs in plant communities that have been described as xeric hardpan forests, diabase glades
or dolomite woodlands. Optimal sites are characterized by abundant sunlight and little competition in the
herbaceous layer. Natural fires, as well as large herbivores, historically influenced the vegetation in this
species' range. Many of the herbs associated with Smooth coneflower are also sun -loving species that
depend on periodic disturbances to reduce the shade and competition of woody plants. Smooth
coneflower is threatened by fire suppression and habitat destruction resulting from highway construction,
residential and commercial development as well as maintenance activities in roadside and utility rights of
way. Collection from the wild for horticultural and medicinal uses could also threaten smooth coneflower.
4.0 Habitat within the Project Area
Because of the linear nature and the extent of this project, a number of different plant communities are
encountered and can be divided into two main groups, Disturbed and Natural communities. A wide range
is present, but generally the disturbed Habitats provides poor habitat for the smooth coneflower. A
description of these two groups with the common communities of each are described below.
Page 4 of 7
July 2019

GEORGE K LANKFORD, LLC
FINAL- Biological Evaluation for Smooth Coneflower
City of Eden Remediation -Sewer Replacement and Rehabilitation Project
Disturbed Habitat
Most of the project area is disturbed, either within maintained rights of ways, residential properties, or
small family farms.
• Developed
This area is common along the small contributing lateral sewer lines from residential neighborhoods.
Residential neighborhoods were not evaluated because of the nature of the planted and maintained
landscapes. The upper reaches of the lateral sewer lines are also located beneath paved streets and parking
lots that lack vegetation. These areas do not provide suitable habitat for smooth coneflower.
• Agricultural lands (pasture and hayfield)
This habitat is common in the upper reaches of some watersheds despite the proximity to urban
landscapes. Pasture results in relatively dense, low vegetation of grasses and weedy, fast growing
herbaceous species. A number of non-native species are also present, including: tall fescue (Schedonorus
arundinaceus), orchard grass (Dactylis glomerata), Bermuda grass (Cynodon dactylon). Some areas show
signs of recent abandonment of agricultural practices, but retain much of the grassland species as weedy
annuals and perennials with shrubs or trees begin the successional process. These communities do not
provide suitable habitat for smooth coneflower due to grazing and competition with grasses.
• Ruderal (Maintained utility Right of Way)
Outside of the developed or agricultural lands, much of the area within the existing right of way is
regularly maintained, resulting in limited woody species. Within these communities, vegetation is
typically fast-growing herbaceous species such as black berry (Rubus argutus), golden rod (Solidago
canadensis), yellow crownbeard (Verbesina occidentalis), various grasses, and small shrubs that reflect
saplings of surrounding forest communities. Wetter communities contain sedges and rushes along with
other hydrophytic species. Many areas contain exotic and invasive species. Community species vary with
surrounding land use, but areas having primarily native species with less competition do exist in a few
areas. These maintained right of way areas that are surrounded by natural habitats are expected to provide
some potential for the occurrence of smooth coneflower due to the regular disturbance that keeps these
areas open.
Natural Habitat
Alongside of the right of way and within the proposed temporary construction easement are more natural
forested communities of varying ages. Along the edges of these communities, species overlap from the
adjoining right of way where light resources are greater. Although considered a natural community, all
areas show signs of past or current disturbance.
• Bottomland Hardwood
These communities have mixed hardwoods typical of alluvial systems. These occur largely along the Dan
River and Matrimony Creek, but occur in limited area elsewhere. Canopy species include sycamore
(Platanus occidentalis), tuliptree (Liriodendron tulipifera) red maple (Acer rubrum), boxelder maple
(Acer negundo), black gum (Nyssa sylvatica), green ash (Fraxinus pennsylvanica), slippery elm (Ulmus
rubra), and white oak (Quercus alba). Shrubs include Chinese privet, autumn olive (Elaeagnus
umbellata), multiflora rose (Rosa multiflora), and spice bush (Lindera benzoin). Within the forested areas,
the understory usually contains shrubs and saplings. Along the forest edge, vines and herbaceous species
of the adjacent right of way dominate along with saplings. Herbs also include Nepalese browntop
(Microstegium vimineum), and various ferns. These communities typically have lower light penetration
and higher competition, making these areas unsuitable for smooth coneflower.
• Hardwoo&Pine Forest
This is the dominant forest community of the dryer upland areas. These communities contain various oaks
(Quercus spp.), hickories (Carya spp.), sweetgum (Liquidambar styraciflua), winged elm (Ulmus alata),
black cherry (Prunus serotina), pines (Pinus spp.) and scattered eastern redcedar (Juniperus virginiana).
Page 5 of 7
July 2019

GEORGE K LANKFORD, LLC
FINAL- Biological Evaluation for Smooth Coneflower
City of Eden Remediation -Sewer Replacement and Rehabilitation Project
Dryer, more open areas potentially support smooth coneflower, but within the project area this habitat is
too shady with strong competition and is unsuitable for the smooth coneflower.
Survey Methodology
The US Fish and Wild Life Service (FWS) and the North Carolina Natural Heritage program were
queried to determine if known populations are present within or near the project area. A local population
is close to the project area and within a maintained right of way similar to conditions within the project
area. Known populations are sites that have been surveyed and described by both the FWS and Heritage
program. These population may be on public or restricted access private properties. The local population
is considered extirpated because individuals have not been observed since 2009, but still maintains the
general community composition. This site was examined to identify the local community that may be
encountered during the search. Prior to the survey, assessment of a known population was performed to
determine the current seasonal morphology and to refresh identification skills prior to surveying the
project. A population farther away with flowering and nonflowering individuals was observed and used as
a seasonal morphology reference. Based on plants at this site, it was determined that if present, some
individuals within the project should be in flower during the times of this survey.
Surveys in the project area occurred between June 17 and June 28, 2019. A survey for the smooth
coneflower and potential habitat was performed throughout the project and adjacent areas. All areas
having suitable or potentially suitable habitat were then the subject of more focused surveys for
individuals. Potential areas were systematically traversed to further evaluate habitat and search for
individuals. More intensive search was performed in areas having a more open vegetation structure or
open woodland edges. Survey for smooth coneflower focused on these areas to determine quality of
habitat and surveyed for individuals. The quality of habitat was defined as appropriate vegetative
community, location within the landscape, and how open the herb layer is. Associated species such as
those found within the nearby habitat, would also be a strong indicator of a potentially appropriate habitat.
5.0 Findings
The vegetation communities were divided into disturbed/developed or natural habitat and much of the
habitat within and surrounding this project is fragmented. The fragmented landscape encourages weedier
and fast-growing vegetation to dominate and promotes the spread of invasive species, creating poor
habitat for smooth coneflower. As expected near a small urban area, much of the habitat falls into the
disturbed category. Within the maintained rights of way, vegetation is a mix of herbaceous and short,
woody vegetation. The adjacent forested areas have species spreading from the rights of way with the
edge effect increasing vegetation density, creating conditions of lower light and higher vegetative
competition.
Habitat within the project area was determined to be comprised of mostly unsuitable habitat with only
limited marginal habitat present. The areas containing marginal habitat were surveyed to improve
evaluation for this species presence. The survey consisted of a more intensive evaluation of these specific
marginal habitats with active searches for individuals within the right of way and adjacent areas.
No areas containing suitable habitat for smooth coneflower was found. A few areas that appeared to have
marginally suitable habitat were also evaluated and searches performed. No individuals were observed.
Although flowering plants would have been more obvious, an effort to identify non -flowering plants was
also undertaken. Due to the primarily dense herbaceous layer within most of these habitats, it is unlikely
that a population is present within the project area.
5.0 Determination of Effects of this Project on Smooth Coneflower
There are no known populations of the endangered smooth coneflower within the project area, and none
were observed during formal field evaluations. Within the project area, suitable habitat was not found and
no individuals of smooth coneflower were observed. No suitable habitat within the project area was
Page 6 of 7
July 2019

GEORGE K LANKFORD, LLC
FINAL- Biological Evaluation for Smooth Coneflower
City of Eden Remediation -Sewer Replacement and Rehabilitation Project
observed and marginal habitats initially identified as potential do not appear to be suitable upon further
evaluation of conditions. Additionally, no individuals or associated community species were found with
these areas. Although this project is located near a previously identified population, this project was not
found to contain similar habitat and is unlikely to impact this species. Therefore, the proposed project is
not expected to have direct or indirect effects on the smooth coneflower and the biological conclusion is
No Effect.
6.0 LITERATURE CITED
U.S. Fish and Wildlife Service. 1995. Smooth Coneflower Recovery Plan. U.S. Fish and Wildlife Service.
Atlanta, GA. 31 pp
U.S. Fish and Wildlife Service. Raleigh Ecological Services Field Office. Endangered and Threatened
species of North Carolina. Found on-line at http://www.fws.gov/raleigh/. Accessed April, 2019.
U.S. Fish and Wildlife Service. IPaC Information for Planning and Conservation. EYF Endangered
Species Report Consultation Code: 04EN2000-2019-SLI-0032 (Kuder Street Basin October 9 2018),
04EN2000-2019-SLI-0003 (Dry Creek Basin October 12018), 04EN2000-2019-SLI-0831 (Bridge Street
Basin and Dan River Outfall April 29, 2019), and 04EN2000-2019-SLI-0336 (Junction Basin and Smith
River Outfall). Found on-line at http://ecos.fws.gov/ipac.
North Carolina Natural Heritage Program. NC Department of Natural and Cultural Resources. Natural
Heritage Data Explorer [web application]. NCDNCR, Raleigh, NC. Available at www.ncnhp.org.
(Accessed: September 19, 2018).
The Developmental Stages of the Smooth Coneflower — Echinacea laevigata. News from Rockcliff Farm.
Posts from the B. W. Wells Association. Posted on March 17, 2018.
https://bwwellsassociation.wordpress.com/2018/03/ 17/the-developmental-stages-of-the-smooth-
coneflower-echinacea-laevigata/. (accessed June, 2019)
NatureServe. 2019. NatureServe Explorer: An online encyclopedia of life [web application]. Version 7.1.
NatureServe, Arlington, Virginia. Available http://explorer.natureserve.org. (Accessed: July 15, 2019).
Page 7 of 7
July 2019

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community InliP5llUC1UF8 consvilpnts S,' E
EESLAL- 11
11-S9 - 35 LF
Temporary Impact
F•
AW
UT4 to Nlatrirno
nYOCI
L
-S4 - 57 LF
1 Temporary Impact
A
r
LAWSON ST
1 � .
CO
1111. rI �• :� �
t
t �
Q40
Figure 3.3: Price Street and Lawson Street
Aerial Map (2015)
Eden Remediation Plan
Bridge Street Basin Replacement and Rehabilitation
0 75 150
1 inch = 150 feet
300
w Feet

■hwI<w Figure 3.4: Harris Street and Martin Street
^�i 0 75 150 300
� ♦ Aerial Map (2015) Feet
communi}y nff psflu CturO CpnSUllpn}g
DI�I��VI V Cn Eden Remediation Plan 1 inch = 150 feet
I
Bridge Street Basin Replacement and Rehabilitation

4f 11-W2 - 0.24 ac
Temporary Impact
�r -
11-W5 - 0.02 ac
Temporary Impact
N
w
�DICKSON ►' F
community Infrostruciure consultants
S
F
r
Figure 3.5: Dan River
Aerial Map (2015)
Eden Remediation Plan
Bridge Street Basin Replacement and Rehabilitation
11-S6 - 35 LF
Temporary Impact
1
0 75 150 300
Feet
1 inch = 150 feet
Legend
— Limits of Disturbance
i
— Pipe Replacement
,;
Pipe Realignment
Pipe Liner
*
-
- Streams
Stream Impacts
0 Wetlands
D Wetland Impacts
edk
N
w
�DICKSON ►' F
community Infrostruciure consultants
S
F
r
Figure 3.5: Dan River
Aerial Map (2015)
Eden Remediation Plan
Bridge Street Basin Replacement and Rehabilitation
11-S6 - 35 LF
Temporary Impact
1
0 75 150 300
Feet
1 inch = 150 feet

*.
V-1
.• G��
61Alo
Legend
— Pipe Replacement
Pipe Realignment
— Pipe Liner
— Streams
Stream Impacts
0 Wetlands
= Wetland Impacts
NhwK ::�
W DICKSON -+z
community Inff Psf(UClUFO consvilpnts t17
11-S7 - 73 LF
Temporary Impact
a:�C....
Figure 3.6: Carter Street
Aerial Map (2015)
Eden Remediation Plan
Bridge Street Basin Replacement and Rehabilitation
CARTER ST
11-W3 - 0.02 ac
Temporary Impact
0 50 100 200
Feet
1 inch = 100 feet

Legend
— Limits of Disturbance
— Pipe Replacement
Pipe Realignment
— Pipe Liner
— Streams
Stream Impacts
0 Wetlands
= Wetland Impacts
■►
Ww I < N
DICI<SON w
community InliPsllUClUFO consvilpnts S,' E
fir•
-_ ■ "
AL
11-W9-000 ac -. " f► t�
Temporary Im act
p Y p yr .
A• } 1 •, CO
,�=.,rte► -. =
BSW-2
11-W6 - 0.01 ac -
Temporary Impact 11-W7 - 0.01 ac
H/44,914
�`Temporary Impact
`S14bR 7�
�T
CO
•
Figure 3.8: Smith Street and Robin Road
Aerial Map (2015)
Eden Remediation Plan
Bridge Street Basin Replacement and Rehabilitation
0 75 150 300
Feet
1 inch = 150 feet

Additional Information Request for PCN Form
PCN Narrative - City of Eden Remediation Program
Phases 11/12: Bridge Street Basin Sewer Replacement and Rehabilitation
1 b. Site coordinates (in decimal degrees):
Impact #
Resource
Lat.
Long.
11-S1
Matrimony Creek
36.481049
-79.78652
11-S2
UT2 to Dan River
36.483302
-79.770701
11-S3
UT4 to Matrimony Creek
36.490200
-79.779752
11-S4
UT4 to Matrimony Creek
36.490704
-79.777639
11-S5
UT1 to Dan River
36.484555
-79.765237
11-S6
UT3 to Dan River
36.477799
-79.774053
11-S7
UT6 to Matrimony Creek
36.479210
-79.781954
11-S8
UT5 to Dan River
36.485452
-79.766234
11-S9
UT7 to Matrimony Creek
36.490366
-79.779248
11-S10
UT2 to Dan River
36.482776
-79.770120
11-S11
UT3 to Matrimony Creek
36.482664
-79.785264
11-S12
UT1 to Dan River
36.486808
-79.770109
11-S13
UT1 to Dan River
36.486245
-79.769242
11-S14
UT1 to Dan River
36.487759
-79.770131
11-W1
BSW-1
36.482624
-79.784470
11-W2
BSW-5
36.476532
-79.776475
11-W3
BSW-9
36.479638
-79.781493
11-W4
BSW-8
36.490363
-79.779367
11-W5
BSW-5
36.475936
-79.777474
11-W6
BSW-3
36.487929
-79.786695
11-W7
BSW-3
36.488195
-79.785319
11-W8
BSW-6
36.482262
-79.768034
C. Proposed Impacts Inventory
C. Proposed Impacts Inventory
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland
area impacted.
2a
Wetland Impact
2e
2f
Number
2b
2c
Type of Jurisdiction
Area of
Permanent (P)
Type of
Type of
2d
USACE (404, 10) or
Impact
or Temporary (T)
Impact
wetland
Forested
DWQ (401, other)
(acres)
11-W1 T
Excavation
No
404
0.01
Sheet no. 11-C9
Excavation
partly
404
0.20
Sheetlno. 11-C30
11-W3 T
Excavation
No
404
0.02
Sheet no. 11-C3
Page 1 of 10
July 2019

Additional Information Request for PCN Form
PCN Narrative - City of Eden Remediation Program
Phases 11/12: Bridge Street Basin Sewer Replacement and Rehabilitation
11-W4 T
Excavation
No
404
0.02
Sheet no. 11-C21
Excavation
partly
404
0.02
Sheetlno. 11-C31
11-W6 T
Excavation
No
404
0.01
Sheet no. 11-C19
11-W7 T
Excavation
No
404
0.01
Sheet no. 11-C19
11-W8 T
Excavation
No
404
0.004
Sheet no. 11-C27
2h. Comments:
Temporary impacts: 0.294 acres. No permanent impacts are anticipated.
Page 2 of 10
July 2019

Additional Information Request for PCN Form
PCN Narrative - City of Eden Remediation Program
Phases 11/12: Bridge Street Basin Sewer Replacement and Rehabilitation
C. Proposed Impacts Inventory (CONTINUED)
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
3f
3g
Stream Impact Number
3d
3e
Average
Impact
Permanent (P) or
3b
3c
Perennial (PER) or
Type of
Stream Width
Length
Temporary (T)
Type of Impact
Stream Name
Intermittent (INT)
Jurisdiction
(ft)
(LF)
11-S1 T
Aerial
Matrimony Creek
PER
404
36
(11- C13/Figure 3.1)
11-S2 T
Excavation
UT2 to Dan River
PER
404
60
(11- C16/Figure 3.2)
11-S3 T
Excavation
UT4 to Matrimony
PER
404
102
(11- C21/Figure 3.3)
Creek
11-S4 T
Excavation
UT4 to Matrimony
PER
404
57
(11- C22/Figure 3.3)
Creek
11-S5 T
Excavation
UT1 to Dan River
PER
404
37
(11- C25/Figure 3.4)
11-S6 T
Excavation
UT3 to Dan River
PER
404
35
(11- C29/Figure 3.5)
11-S7 T
Excavation
UT6 to Matrimony
PER
404
73
(11- C2/Figure 3.6)
Creek
11-S8 T
Excavation
UT5 to Dan River
PER
404
49
(11- C33/Figure 3.4)
11-S9 T
Excavation
UT7 to Matrimony
PER
404
35
(11- C21/Figure 3.3)
Creek
11-S10 T
Excavation
UT2 to Dan River
PER
404
36
(11- C16/Figure 3.2)
11-S11 T
Excavation
UT3 to Matrimony
PER
404
85
(11- C11/Figure 3.1)
Creek
11-S12 T
Excavation
UT1 to Dan River
PER
404
42
(11- C34/Figure 3.7)
11-S13 T
Excavation
UT1 to Dan River
PER
404
24
(11- C34/Figure 3.7)
11-S14 T
(sheet no. 11-C40/Figure
Excavation
UT1 to Dan River
PER
404
34
3.7)
3i. Comments:
All impacts expected are temporary.
This project will result in 656 LF of temporary impacts from excavation and stabilization needed to replace existing sewer pipe.
Page 9 of 10
July 2019

Additional Information Request for PCN Form
PCN Narrative - City of Eden Remediation Program
Phases 11/12: Bridge Street Basin Sewer Replacement and Rehabilitation
Page 10 of 10
July 2019