20100742 Ver 1_Site Plan_20110602

Strickland, Bev
From: [e-mail]
Sent: Thursday, June 02, 2011 9:10 AM
To: Strickland, Bev
Cc: [e-mail]; [e-mail]
Subject: Cedar Avenue Outfall Improvements - DWO Project # 10-0742 V2
Good Morning Beverly,
~'Ve spoke a few weeks back regarding the additional information needed for the Cedar Avenue Outfal! Improvements
and that I could email you the electronic copy of the plans. The size of the file is too big to email, but I have uploaded it
to our FTP site. It is saved in the "DWQ Plan Set" folder. The directions on how to access the FTP site are shown below.
We are submitting the entire package via FedEx today so you all should get it tomorrow. Please give me a call if you
have any questions.
Thanks,
Cathy
Cathy Murrell, E.I.
Kin ]ey-H om and A ssx~at~s, Inc .
3001 Weston Parkway
Cary, NC 27513
Main: 919-677-2000
Direct: 919-678-4139
cathv.murrell(a~kimley-horn.com
You may forward the information in this a-mail to everyone who requires access to the site.
Every browser handles secure ftp sites differently. The universal method to access the site from different browsers is the
link listed below which includes the folder and site names as well as the user name and password:
ftp://Dave Mayes:floodingCa~ftp.kimley-horn.com/ secure/Cedar Avenue
Username
Password
Expiration Date
Dave_Mayes
flooding
12/31/2011
Access to FTP
There are multiple ways to gain access to the FTP site.
Internet Explorer 7
IE 7 has implemented changes to browser FTP behavior. Follow the steps below to open the FTP site in IE 7.
1. Click the FTP link.
2. Once the FTP site is open in IE 7, click the Page icon in IE 7. This is located on the right just below the search
box.
3. Select Open FTP Site in Windows Explorer.
4. You will get an error message stating that you don't have access. Click OK.
5. Click File in the top mend.

6. Select Login As... .
7. Enter the username and password for the folder you are accessing and click OK.
You should now have access to the FTP site.
Copy/Paste Method
FTP can be handled by Windows' file explorer called Windows Explorer. Simply copy the link from this a-mail, open
Windows Explorer, and paste the link into the address bar. This will open the FTP site and grant you access.
Link to FTP Site
Once you are able to access the site, a third way to connect becomes available. Included in the root directory of the FTP
site is a command file. You can download this file to your local machine and use it as a direct link to the FTP site. Simply
download the 'FTF Link - Cedar_Avenue.cmd' file and place it somewhere you can easily find it, such as your desktop.
Once you have it downloaded you can use this to connect to the FTP. Double-click the file and it will open Windows
Explorer and prompt you for your username and password. Enter these and press Login and you will be in the FTP site.
FTP SITE DISCLAIMER
This secure ftp site has been established by Kimley-Horn and Associates, Inc. (KHA) for limited use by certain of its clients and other expressly authorized users.
All authorized users have been provided with a username and password. If you have not been expressly authorized by KHA to access this site, please disconnect
immediately.
This site has been established for the purpose of sharing electronic files, including adding to, updating, or deleting files from this site. KHA does not guarantee and
makes no warranties with respect to the authenticity of posted files. All authorized users have agreed to share data equally, and agree to do so in a good faith
manner consistent with professional business practices.
By using this site, you agree to the following rules and conditions:
1. You understand that these electronic files are non-sealed recordings of printed documents prepared by KHA or others. These files are provided only for the
convenience of specifically authorized users and are intended solely for the exclusive use by that party for the purposes expressly authorized.
2. Only printed copies of documents conveyed by KHA may be relied upon. Any use of the information obtained or derived from these electronic files will be at the
authorized user's sole risk and with no risk or liability to KHA.
3. Because data stored in electronic media format can deteriorate or be modified inadvertently or otherwise without authorization of the data's creator, you agree
that no warranties are made with respect to the contents of these files.

EN
STERLING CHEATHAM
CITY MANAGER
V94F 1A
CEDAR AVENUE
DRAINAGE OUTFALL IMPROVEMENT
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CITY CONTRACT NO. S6-0207
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m and Associates, Inc.
Q2011 Post Office Box 33068
Raleigh, North Carolina 27636
NC LIC. NO. F-0102 1
IPROJECT REFERENCE NO. SHEET NO.
56--0207 I
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INDEX OF SHEETS
SHEET NO. DESCRIPTION
1
TITLE SHEET
2A
INDEX OF SHEETS, DRAINAGE IMPROVEMENT GENERAL NOTES & ROADWAY STANDARD DRAWINGS
2B
STREAM RELOCATION GENERAL NOTES
DEMO -1 TO DEMO -2
DEMOLITION SHEETS
C-1 TO C-2.
DRAINAGE PLANS
S-1
STREAM RELOCATION PLAN AND PROFILE
S-2
STREAM RELOCATION TYPICAL CROSS SECTIONS
D-1 TO D-4
STREAM RELOCATION DETAILS
D-5 TO D-7
CONSTRUCTION DETAIL SHEETS
LP -1 TO LP -3
LANDSCAPE PLANTING PLANS AND DETAILS
ECA TO EC -7
EROSION CONTROL PLANS AND DETAILS
TCP -1 TO TCP -4
CONSTRUCTION PHASING AND TRAFFIC CONTROL PLANS
UC -1 TO UC -3
WATER AND SEWER CONSTRUCTION PLANS
X-1 TO X-8
CROSS SECTIONS
LIST OF ROADWAY STANDARD DRAWINGS
THE FOLLOWING ROADWAY STANDARDS AS APPEAR IN "ROADWAY STANDARD DRAWINGS"
HIGHWAY DESIGN BRANCH-N.C. DEPARTMENT OF TRANSPORTATION -RALEIGH, N.C.,
DATED JULY 2006 ARE APPLICABLE TO THIS PROJECT AND BY REFERENCE HEREBY ARE
CONSIDERED A PART OF THESE PLANS:
DRAINAGE IMPROVEMENT GENERAL NOTES
2006 SPECIFICATIONS
GRADE LINE:
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED
SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. WHERE NO
GRADE LINES ARE SHOWN, THE PROFILES SHOWN DENOTE THE TOP ELEVATION
OF THE EXISTING PAVEMENT ALONG THE CENTER LINE OF SURVEY ON WHICH
THE PROPOSED RESURFACING WILL BE PLACED. GRADE LINES MAY BE ADJUSTED
BY THE ENGINEER IN ORDER TO SECURE A PROPER TIE-IN.
CLEARING:
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED
BY METHOD 11.
SUPERELEVATION:
ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH STD.
NO 225.04 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS.
SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE
TYPICAL SECTIONS.
SIDE ROADS:
THE CONTRACTOR WILL BE REQUIRED TO DO ALL NECESSARY WORK TO PROVIDE
SUITABLE CONNECTIONS WITH ALL ROADS, STREETS, AND DRIVES ENTERING THIS
PROJECT. THIS WORK WILL BE PAID FOR AT THE CONTRACT UNIT PRICE FOR THE
PARTICULAR ITEMS INVOLVED.
DRIVEWAYS:
DRIVEWAYS SHALL BE CONSTRUCTED IN ACCORDANCE WITH DETAILS IN PLANS (SHEET D-5)
USING 2' RADII OR RADII AS SHOWN ON THE PLANS. LOCATIONS OF DRIVES WILL
BE AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER.
STREET TURNOUT:
STREET RETURNS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD. NO.
848.04 USING THE RADII NOTED ON PLANS.
TEMPORARY SHORING
SHORING REQUIRED FOR THE MAINTENANCE OF TRAFFIC NOT SHOWN ON THE PLANS
WILL BE PAID FOR AT THE CONTRACT PRICE FOR "TEMPORARY SHORING".
UTILITIES:
UTILITY OWNERS ON THIS PROJECT ARE:
CITY OF WILMINGTON
PROGRESS ENERGY
AT&T
TIME WARNER CABLE
CHARTER COMMUNICATIONS
PUBLIC SERVICE COMPANY OF NORTH CAROLINA
CAPE FEAR PUBLIC UTILITY AUTHORITY
ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS,
EXCEPT AS SHOWN ON THE PLANS.
WHEELCHAIR RAMPS:
WHEELCHAIR RAMP SHOWN ON THE PLANS IS TO BE RETAINED.IF REPLACEMENT
NECESSARY, THE CONSTRUCTION OF ALL WHEELCHAIR RAMPS SHALL BE IN ACCORDANCE WITH
STD NO 848.05.
REV. No.: I REVISION: DATE: DRAWN BY: I CHECKED BY:
This document, together with the concepts and designs presented herein, as on instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc.
shall be without liability to Kimley-Horn and Associates, Inc.
Copyright Kimley-Horn and Associates, Inc., 2009
PREPARED IN THE OFFICE OF:
KilmileymHorn
and Associates,
P.O. BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068
INDEX OF SHEETS
GENERAL NOTES
Inc. LIST OF ROADWAY
STANDARD DRAWINGS
PHONE,. (9 19) 677-2000 FAX. t9 19) 677-2050 NC LIC. NO. F-0102
PROJECT.
CEDAR AVENUE
DRAINAGE OUTFALL IMPROVEMENT
,JOB NUMBER:
0 1 1335025
SHEET NUMBER:
2A
SAFETY:
PEDESTRIAN AND BICYCLE SAFETY MUST BE MAINTAINED AT ALL TIMES BY
STD NO.
DESCRIPTION
ADEQUATE PROJECT LIMITS, FENCING, AND SIGNAGE.
200.02
METHOD OF CLEARING - METHOD II
OTHER:
CONTRACTOR SHALL COORDINATE WITH THE CITY OF WILMINGTON FOR CITY INSTALLATION OR
300DO1
METHOD OF PIPE INSTALLATION - METHOD 'A'
MODIFICATION OF SIGNING FOR PROJECT.
840.00
CONCRETE BASE PAD FOR DRAINAGE STRUCTURES
CONTRACTOR SHALL MAINTAIN SAFE ACCESS TO EACH BUSINESS, BOARDWALKS, BARRICADES, ETC.
840.01
BRICK CATCH BASIN - 12" THRU 54" PIPE
SHALL BE UTILIZED TO SAFELY CHANNELIZE PEDESTRIAN TRAFFIC THROUGH A WORK ZONE. THIS WORK
SHALL BE INCIDENTAL TO THE PROJECT AND THERE WILL BE NO ITEM FOR THIS WORK.
840.02
CONCRETE CATCH BASIN - 12" THRU 54" PIPE
CONTRACTOR SHALL COORDINATE ALL WORK WITH THE CAPE FEAR PUBLIC UTILITY AUTHORITY. THE
840.03
FRAME, GRATES AND HOOD - FOR USE ON STANDARD CATCH BASIN
CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD ANY FIELD CONDITIONS BE
ENCOUNTERED THAT VARY FROM THE INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS.
840.14
CONCRETE DROP INLET - 12" THRU 30" PIPE
840.15
BRICK DROP INLET - 12" THRU 30" PIPE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH PROGRESS ENERGY ANY ADDITIONAL
SUPPORT OF EXISTING POWER POLES AS REQUIRED FOR TRENCH EXCAVATION. ALL COSTS OF SUCH WORK
840.16
DROP INLET FRAME AND GRATES - FOR USE WITH STD DWGS 840.14 AND 840.15
SHALL BE PAID BY THE CONTRACTOR.
840D25
ANCHORAGE FOR FRAMES - BRICK OR CONCRETE (SEE SHEET D-7 FOR DETAIL)
THE CONTRACTOR SHALL INSTALL ALL SIGNS AS REQUIRED BY NCDOT ALONG STATE ROADWAYS
CITY OF WILMINGTON ALONG CITY STREETS.
840.31
CONCRETE JUNCTION BOX - 12" THRU 66" PIPE
ALL PAVEMENT CUTS SHALL BE SAW CUT ALONG A STRAIGHT CONTINUOUS LINE. TRAFFIC ISLANDS, CURBS
840.32
BRICK JUNCTION BOX - 12" THRU 66" PIPE
AND CONCRETE DRIVEWAYS SHALL BE REPLACED TO THE FIRST EXPANSION JOINT BEYOND THE TRENCH
840.34
TRAFFIC BEARING JUNCTION BOX - FOR USE WITH PIPES 42" AND UNDER
EXCAVATION LIMITS AND TO THE FULL WIDTH. TRAFFIC ISLANDS, CURBS AND CONCRETE DRIVEWAYS SHALL
MATCH EXISTING.
840.54
MANHOLE FRAME AND COVER
ALL MATERIAL CLEARED AND GRUBBED BY THE CONTRACTOR IN ORDER TO CONSTRUCT THE WORK,
SUCH AS TREES, VEGETATION, FENCING, ETC., SHALL BECOME THE PROPERTY OF THE CONTRACTOR
840D55
MANHOLE AND VALVE BOX ADJUSTMENTS (SEE SHEET D-7 FOR DETAIL)
AND SHALL BE PROPERLY DISPOSED OF OFF-SITE AT A STATE APPROVED DISPOSAL SITE. THE
CONTRACTOR SHALL RECEIVE CITY APPROVAL FOR ANY LANDSCAPE REMOVAL NOT SHOWN ON PLANS.
840.66
DRAINAGE STRUCTURE STEPS
CONTRACTOR SHALL MAINTAIN A MEANS FOR INGRESS/EGRESS TO EACH PROPERTY AT ALL TIMES.
846.01
CONCRETE CURB, GUTTER AND CURB AND GUTTER
CONTRACTOR SHALL NOTIFY HOME OWNERS AT LEAST 7 DAYS PRIOR TO CONSTRUCTION THAT
848.04
STREET TURNOUT
CONSTRUCTION ACTIVITY WILL TAKE PLACE IN THEIR AREA,
848.05
WHEEL CHAIR RAMP CURB CUT
WHERE THE CONTRACTOR DETERMINES THAT ENCROACHMENT ONTO PRIVATE PROPERTY IS NECESSARY,
AND AN EASEMENT HAS NOT BEEN PROVIDED, THE CONTRACTOR SHALL CONTACT INDIVIDUAL PROPERTY
OWNERS AND OBTAIN WRITTEN APPROVAL FOR THAT ENCROACHMENT. A COPY OF THIS APPROVAL SHALL
BE PROVIDED TO THE ENGINEER.
REV. No.: I REVISION: DATE: DRAWN BY: I CHECKED BY:
This document, together with the concepts and designs presented herein, as on instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc.
shall be without liability to Kimley-Horn and Associates, Inc.
Copyright Kimley-Horn and Associates, Inc., 2009
PREPARED IN THE OFFICE OF:
KilmileymHorn
and Associates,
P.O. BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068
INDEX OF SHEETS
GENERAL NOTES
Inc. LIST OF ROADWAY
STANDARD DRAWINGS
PHONE,. (9 19) 677-2000 FAX. t9 19) 677-2050 NC LIC. NO. F-0102
PROJECT.
CEDAR AVENUE
DRAINAGE OUTFALL IMPROVEMENT
,JOB NUMBER:
0 1 1335025
SHEET NUMBER:
2A

0
STREAM RELOCATION GENERAL NOTES:
NO TREES GREATER THAN 18" DBH ARE TO BE REMOVED WITHOUT
PROJECT ENGINEER'S APPROVAL.
THE CONTRACTOR SHALL ONLY CONDUCT BANK AND STREAM BED
WORK, INCLUDING ALL IN—STREAM GRADING, BANK STABILIZATION,
AND IN -STREAM STRUCTURES ON A SECTION OF STREAM THAT
CAN BE ENTIRELY STABILIZED BEFORE TURNING FLOW INTO THE
NEWLY CONSTRUCTED CHANNEL. THE EXISTING CHANNEL SHALL
REMAIN OPEN UNTIL THE NEW CHANNEL IS EXCAVATED.
EVERY EFFORT SHALL BE TAKEN TO MINIMIZE DISTURBANCE IN THE
STREAM CHANNEL AND IN GAINING ACCESS TO AND FROM THE
WORK AREA.
THEN CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF
ANY ITEMS DAMAGED DURING CONSTRUCTION, INCLUDING, BUT NOT
LIMITED TO FENCING, ROADS, PARKING LOTS, CURB, DRIVEWAYS,
ETC.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE
INCURRED TO ANY UTILITY LINE DURING THE CONSTRUCTION
ACTIVITY.
ALL EARTH MOVING EQUIPMENT SHALL BE SERVICED PRIOR TO
WORK COMMENCING EACH MORNING. EQUIPMENT SHALL BE
MAINTAINED TO PREVENT FUEL, OIL AND LUBRICANT SPILLS IN THE
VICINITY OF THE STREAM CHANNEL.
THE GRADE LINE ELEVATIONS SHOWN IN THE PROFILE, CROSS
SECTIONS AND PLAN VIEW DENOTE THE FINISHED ELEVATION OF
THE PROPOSED OR FUTURE SURFACING AT GRADE POINTS SHOWN
ON THE TYPICAL SECTIONS. GRADE LINES MAY BE ADJUSTED AT
THEIR BEGINNING, ENDING AND AT STRUCTURES AS DIRECTED BY
THE PROJECT ENGINEER IN ORDER TO SECURE A PROPER TIE-IN
OR TO CREATE A MORE "NATURAL" APPEARANCE.
SUBSURFACE:
NO SUBSURFACE WORK IS MADE AVAILABLE TO THE CONTRACTOR
FOR THIS PROJECT. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR MAKING HIS OWN SUBSURFACE INVESTIGATIONS AS THEY
RELATE TO THIS PROJECT.
MATERIALS:
EXCAVATED MATERIAL MAY BE TEMPORARILY STOCKPILED IN
NON -FORESTED AREAS WITHIN THE EASEMENT AS SHOWN IN THE
EROSION AND SEDIMENT CONTROL PLANS. THE LOCATION OF . THE
TEMPORARY STOCKPILES MAY BE ADJUSTED BY THE CONTRACTOR
WITH PRIOR APPROVAL OF THE PROJECT ENGINEER. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING
APPROPRIATE STABILIZATION MEASURES OUTSIDE THE STOCKPILE
AREAS TO PREVENT EROSION AND SEDIMENTATION.
SEE SHEET LP -3 FOR TOP SOIL REPLACEMENT REQUIREMENTS.
UTILITIES:
THE CONTRACTOR SHALL FIELD LOCATE ALL UTILITIES INSIDE THE
CONSTRUCTION CORRIDOR PRIOR TO EXCAVATION.
THE CONTRACTOR SHALL FOLLOW OSHA GUIDELINES AND UTILITY
OWNER GUIDELINES WHEN WORKING NEAR UTILITIES.
THE CONTRACTOR SHALL CALL THE "CONTACT ONE -CALL CENTER"
AT 811 OR 1-800-632-4949 BEFORE DIGGING.
TREE PROTECTION:
CONTRACTOR SHALL MAKE EVERY EFFORT TO PREVENT DAMAGE TO
TREES LOCATED OUTSIDE THE LIMITS OF CONSTRUCTION. IN THE
EVENT OF DAMAGE, REPAIR ANY DAMAGE TO THE CROWN, TRUNK,
OR ROOT SYSTEM IMMEDIATELY.
• REPAIR ROOTS BY CUTTING OFF DAMAGED AREAS AND
PAINTING THEM WITH TREE PAINT. SPREAD PEAT
MOSS OR MOIST TOPSOIL OVER EXPOSED ROOTS.
• REPAIR DAMAGE TO BARK BY TRIMMING AROUND
DAMAGED AREA, TAPER THE CUT TO PROVIDE
DRAINAGE, AND PAINT WITH TREE PAINT.
• CUT OFF ALL DAMAGED TREE LIMBS ABOVE THE TREE
COLLAR AT THE TRUNK OR MAIN BRANCH. USE A
SEPARATE CUT TO AVOID PEELING BARK FROM
HEALTHY AREAS OF THE TREE.
REFER TO THE NCDENR EROSION CONTROL MANUAL FOR MORE
INFORMATION.
CONSTRUCTION SURVEY
THE AREAS OF STREAM AND WETLAND CONSTRUCTION WILL BE
STAKED IN THE FIELD AND MUST BE REVIEWED BY THE PROJECT
ENGINEER PRIOR TO THE INITIATION OF CLEARING OR EARTHWORK
ACTIVITIES. THE STAKING SHOULD INCLUDE PROPOSED STREAM
CENTERLINE, TOP OF BANK, BACK OF BANKFULL BENCH WITH
PROPOSED ELEVATIONS, AND LIMITS OF WETLANDS.
CONSTRUCTION EQUIPMENT
THE CONTRACTOR IS REQUIRED TO INSTALL IN STREAM
STRUCTURES (ROCK VANES, ROCK CROSS VANE, ROCK A -VANES,
LOG VANES, LOG SILLS, AND LOG CROSS VANES) USING A BACK
HOE, OR TRACK HOE WITH A HYDRAULIC THUMB OF SUFFICIENT
SIZE TO MOVE ROCKS AND TREES AS SIZED IN THE DRAWING AND
SPECIFICATIONS.
� yv'
Know what's below.
Call before you dig.
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PREPARED IN THE OFFICE OF: ''1111"`CA,,PROJECT:
1 NEW EASEMENT BOUNDARY 04/12/11 JIK TSJ KimIeOrn 1 1 1 ��•••••SS
CEDAR AVENUE
'
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: STREAM RELOCATION A _ DRAINAGEOUTFALL
FALL
This document, together with the concepts and designs presented herein, as an instrument of service, isandAssociates, ENERAL NOTES 9 'intended only for the specific purpose and client for which it was prepared. Reuse of and improper Inc. ••=;��rN�t`�•0�:� IMPROVEMENT
reliance on this document without written authorization and adoption by Kimley—Horn and Associates, Inc. ®• •••.••••
shall be without liability to Kimley—Horn and Associates, Inc. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 �•,�� g� •,•` JOB NUMBER: SHEET NUMBER:
Copyright Kimley—Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone]OJONC LICENSE NO. F-0102 '�+,,,,,,,,�ti.��` 011335025 2B

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�, 1- �r ,� 1� 'A INV OUT - 34-31 INV IN (W) = 34J6
-Yl- STA 15+ff.76 (LT) (D -Yl- STA 15+ff76 (LT) (D -Y1- STA 15+51.55 (LT) _y/- STA 15+51A6 (LT) LT) -Yl- STA ff+1922 (LT) (D -Yl- STA ff+21.89 (LT) (D -Yl- STA ff+4a39 (LT) -Y(- STA ff+49.55 (LT) -Yl- STA 17+61.53 ILT) -Y(- STA ff+68.ff (LT) TYPE = OB 840.02 S EX INV OUT (N) - 34J6
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, OP ELEV = 37JI TOP ELEV - 39-V TOP ELEV - 39.0 EOP ELEV - �VJO EXIST TOP ELEV = 38J8 TOP ELEV = 39.31 TOP ELEV - 38.94 TOP ELEV - 39.45 TOP ELEV - 39JJ TOP ELEV = 39.49 G) TOP ELEV = 39.43
INV OUT (W) = 32M INV IN (S) = 32M INV IN (S) - 3273 INV OUT (W) = 32BJ INV - 35.53 INV IN (S) = 3224 INV IN (S) = 32ff 1W IN (S) = 322 INV IN (S) = 3? -16 INV IN (SE) = 32.06 IM( IN (ME) = 34.09 -Y1- STA 13+20.79 (Rr) -Yl- STA 13+2OB4 (R77)
TYPE - C8 84OD2 INV OUT (N) - 32M INV OUT (N) - 32.73 TYPE - C8 840.02 TYPE - EX DI INV IN (SW) - 34.67 1W OUT (W) = 32ff INV O&T (N) - 322 INV OUT (N) - 32J6 INV OUT (W) - 32.06 INV IN (SE) - 32.09 EOP ELEV = 3736 INV IN (W) = 33.94
1 GRATE 84OD3 TYPE E I TYPE - JB W1 SLAB TYPE = JB 84OJ2 GRATE: 840.03 TYPE F INV OUT* (W) - 3224 TYPE - J8 640.32 TYPE - TBJB 840.34 TYPE = TBJB 840.34 TYPE - TBJB 84034 INV OUT (S) - 32.09 (D INV OUT - 34J9 S EX INV OUT (N) - 33B5
UD AND MH ACCESS . a -Y1- STA 15+23B4 (LT) TYPE - J8 840JE . . (CONFLICT JB) . (CONFLICT JB) . TYPE = TBJ8 M34 TYPE - CB 8402 EX JB
"Ill' _,"', i OVERSIZED 1rx It' i 1 Y2- STA 13+78.51(RT) I I GRATE: 8403 TYPE F I
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PREPARED IN THE OFFICE OF: \\\\\ Ill/ / . HORIZ PROJECT:
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Kimley-Horn SEAL **. := M N M I
REV. No.- FREVISION: DATE: DRAWN BY: CHECKED BYs . . .-
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This document, together with the concepts and designs presented herein, cis an Instrument of service, Is — -_ 1. 026480 - , 'I=, ZE�� VERT
Intended only for the specific purpose and client for which It was prepared. Reuse of and Improper and Associates Inc. -, 1%4 1% " -
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reliance on this document without written authorization and adoption by I(Imley-Horn and Assoclates,Inc. I 151 // ..... i I 0 2
shallbe without liability to Kimley-Horn and Assoclates,lnc. P.O. BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068 / * Rh \'O I No 1 JOB NUMBER: UMBER:
Copyright Klmley-Horn and Assoclaf es, Inc., 20 1 1 1 PHONE: [phone] FAX: [phone] NC LIC. NO. F-0 102 1 - I //11111W%x 0 0 M 011335025 1 C_ I

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NOTESe .... . . ..... I.AfFACT LIMIT S ShWN ON PLA" ARE __^ ------ ------- ................ APPROXIMATE AND BASED ON MTX7FATED .......... IUSE OF TRENCH BOX FOR PIPE INSrAUArVN AND ROAVWAr IMPROVEMENTS UMffS. Ikj
PtbG FILL AND ABANDON EXISTING 18'RCP 2.CONTRACTOR TO AaJUST BACK SLOPE OF rrPE WCURB AND GUTTER TO ACCONOVATE gn b EXISTIPAOPOSED ORWEWAYIPAWINO AREAS . . ........ ilTO FIT SITE aW&r*VS AND AUM FOR END Sta. 18 + 116.49 ...... POSITNE DRAINAGE. cv) .. .... .... 00 +0771 -L- 3 EXISTING WATER LINE AND SANfTARr @ 61 _�j T -O, IST V ficp SYSTEM- AN SEWER UNE AND SERVJCES TO BE RELOCATED M '17+7 0 lT_j4 � A
RI - '�ll_,­_,__`_, - ----------- 'IT I
U i Aum cEDAR AvEmuE.sEE urfLffr sffEEr IPLUG AND ABANDON 5 LF f RCP . ... .. 10 LF /Z RCP s ox I4.arr To xsrAu sTRipm __4 4Z RCP RESTORATION HAS UP TO HE PROP DUAL 4z f52J8 ­YI- SYSTEM ourLET ANL CWRACTOR TO PROVIDE CITY MINIMUM OF IFLOW Lu 706 'ED TO TWO WEEKS MOTCE. +50.69 _yl- BEEN DIVER7 I42'SYSTEM I&ANY DAMAGE TO EXISTING DRVEWAY 49j.0 _L_ 0 +46SI APRONS�SIDEWAIX.ASPHALT ANDIOR CURB
AND otff rER ARE caNsivERED mmEmrx TO To REPAIR. t53JI THE PRalECT AND CONTRACTOR -Yl_ 'DRIVEWAY TYPICAL I+99B6 RETAKbi" I FOR t6070 GRADE TO DRAIN +19m tfiANSITIONA, R& 11: k / , \ J6JJ ayp) REMOVE HEADWALL. PLJJG, FILL AND ABANDON A10 w (SEI END 35.95, RETAIN Df_ F 067- 65M 7 k� 7, t3 w9m M L OF ACP .29 -Y2- my- ..... ... .. . . ..... RETAIN C AVE -L- NUE 9 9 22 COORDINATE 8 j < 25 .300 E -Y2- Sto. 164`�71.75' 13 TO ss A&P 2W LF VRCP, ?��,LF 18 X/E TO 2' 3ff TO
YA Iss ss 7(Y?M TO >T /8 LF R 83* W/l, -CEDA, Rcp 3813Q
4k RCP Off Ipp LF TCE- r7 31 407.00 -L- 4Z 9 LF 2i tPC 4Z RCP �1� w I+42.89 Oj4Y. E 8 LF OF /0 HDPE 0297. .25 F 30!.RCP 25.64 t,E#slzED jq wrrH SLAB up AND mH AccEss DESIGACANDsHOP DRAWINGS To_BE_,PfiovlDED__BY..__ Ir 41 ! I sto*
6 `W1 MH 7 c� PWG, FILL AND 16+=! L I,,,TrHE CONTRACTOR AND TO BE APPROVED BY THE ENGINtER 7W IGR)STM'( TED AREA TO DRAM (28) OE TO NEW DI l37-97 D.I. Sto. F f7pu
TOP��3& staR EXTEND EXISTING re I [" G) -,,- � _y/_ z VR9 OA &_AY 30' RCP W1 13 LF 7.66 t N, U V -Yl- SrA 18+el5 (LT) IPOT Sto. /0 +Oq.00 -L - Sta. 10 +45.49 a S=IJ5Y -L- STA 13+WB8 (LT) 7 TOP ELEV 3775 -Yl- SrA 16+9? -S- Sto. 10+65.45 -Yl- STA f7+99.96 (LT) TOP ELEV 38B2 ...... -52 (LT) JB 36Zr INV IN (E) 3128 -Y2- STA 15+73.87 (LT) INV N (W) Y2- STA 17+77.63 38il EXIST TOP ELEV - 38J8 -Y2- STA, 17+27J4 TYPE = EX (D TOP ELEV 39.55 INV IN (N) = 350 SEE SHEET C-1 FOR COLLEGE ROAD
INV = 35.53 INV N (E) 34.64 /M( OUr (S) = JW4 -L- SrA 13+21.01 IR7) -L- STA, 13+13.53 (LT) TYPE - EX DI INV IN (S) 34M TYPE - Df 84OJ4 INV = 31M INV = JIJ8 _L_ SrA 12+29B5 (LT)
-Yl- SrA 17+1922 (LT) -Yl- SrA ff+2lB9 (LT) -Yl- STA, ff446J9 (LT) -Yl- SrA ff +4955 (LT) -Yl- STA ff+6153 (LT) -Yl- STA ff46627 (LT) INV OUT (W) = 34.64 TYPE - EXIST OPEN TYPE = EXIST OPEN TOP ELEV = J671 -L- SrA 10+8621(LT) -L- SrA 10+65.07 LT)
-Y2- STA, 16+0593 (LT) Y2- SrA 16+03.49 -Y2- SrA 16+50.54 (LT) -Y2- STA 16+44D7 -YE- STA, 16+7074 (LT) -Y2- STA 16+71.75 TYPE = JB 840-32 -Yl- STA 18+84JI(LT) END PIPE END PIPE (PLUGGED) TOP ELEV 37.00 INV OUT = 3OB5
TOP ELEV 39.31 TOP ELEV 38-94 TOP ELEV J9.45 TOP ELEV 3933 TOP ELEV J9 49 TOP ELEV - 39.43 19 �Z, SrA 18+IJBI a INV = 31.35 INV N (E) JOB8
INV N (S) JP -24 IW IN (S) 3227 INV IN (S) M-12 INV N (S) 32J6 INV IN (SE) 32.06 INV N (ME) = 34.09 -Yl- STA 17*9029 (LT) ' � NO ELEV = 35.50 -L- STA 13+10 (LT) -L- STA IJ+/0 (R)r) TYPE EX DI INV N (N) JOB6 -L- STA 11+11.65 (LT)
INV OUT (NW) = 3227 IW OUT (N) = 3P-12 1W OUT (N) = 32J6 INV OUT (W) 32.06 INV IN (SE) = 32M D19 INV w J5M TOP = j8m INV OUT (W) = 3OB8 TOP EL& = J679
INV IN (SW) - 34.67 TYPE JB 840.32 TYPE - TBJB 840J4 TYPE = TBJB M.34 TYPE - TBJB M.34 INV OUT` (S) = 32.09 -Y2- STA 17+27J4 (RT) TYPE - OPEN PIPE TOP ELEV m JSZO TYPE = OVERSIZED 12'xlO' INV = JIM
INV OUT' (NW) = 3224 EOP ELEV = 38.90 INV N (E) = 31J5 INV N (SE) 31.54 TYPE EX DI TYPE JB 840-32 (CONFLICT JB) (CONFUCT' JB) TYPE T8J8 MJ4 INV OUT' (N) = 35.66 INV IN (S) = JIJ5 INV OUT' (N) 304 JB WITH SLAB LID AND TYPE = C8 840.02 -L- STA 13+85.49 (LT) INV OUT (W) = 31J5 TYPE - DI 84a/5 MH ACCESS
GRATE: MM TYPE E /w 3/.25 TYPE JB 84032 I. . . .... ... ELM* 3 ING, -40, 4 .... 4- . ........ . ...... . . ....... --------- --- 'Top - Vic .... .... . . ... ...... ....... .. ...... ....... ...... . ...... 37.00 .......... .. . . . . ....... . ------ . ..... . ..... .... .. . .. .. ... ... ... ... . ------ ...... ... . . 38
TELEPHONE Gf . ...... ?AD 0 !,DPAI
. ...... .... oc .... ..... P 0 PROP of LINE' RE . ...... .. AP"D, .. . .... .... �i� I 4- Top ... . ... ... ...... ......... . - - ---- ---- --- + .. ....... ........... ire II.. .... .... ....... . . ..... . ... ... pe t4' -P I28 97 62 ....... ......... ......... . -RCP' .. . ....... 4 -4 LF RCP ........... . ..... ... . ... +__ . I _L 4 11 _11- � * 1-1 I 1_� .. ......... ... . IINV' I............... i OJ77.! 2k IF 42' RC 'S)� IA/v x9ng-

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` TOP ELEV.=37.29
'
------�— / ^INV. OUT=34.98
C"~°°GA'E" ALUMINUM
TYPE=CB 840.02
" `"M' '^�m°o
ALUMINUM - -REMAINING, UNDAMAGED _ CMP.
UNE CHANNEL
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CLASS -
AND .°."`"L BE" MATERIAL
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TOP ELEV.=38.20
/mv.� �u.yuAPPR0X|MATE
LOCATION OF
SLOPE EXISTING CHANNEL BOTTOM TO INV. IN=33.64
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-�RU`|iR- 'INV. OUT=31.70
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MATCH CROSS v*mE /nvEw/ AND EXISTINGTYPE=JB W/ MH 840.32
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— 'WELL GRADED MIXTURE OF CLASS | CLASS 14
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TYPE 2 GEOTEXTILE FABRIC CHANNEL AND TIE IN LOCATION
��|T� PLAN LEGEND
.�//�- ' �_r`/n
--- - - -- EXKS11NG PROPERTY UNE
-------n�u'- --- EXISDlNG RIGHT OF WAY
- -- -
EXISTING PUBLIC R]QHT-OF-WAY
---- -'- -'- ---
EXISTING EDGE OF PAVEMENT
—�-�---sa--- --
EXISTING CONTOURS
EXISTING TREELINE
---x----EXISTING FENCE
----- - us--
EXISTING SANITARY SEWER
EXISTING STORMWATER PIPE
--------ss-- --- PROPOSED CONTOURS
----ms----mc---- PROPOSED RESTORATION EASEMENT
—TcsTEMPORARY CONSTRUCTION
-------
EASEMENT
10+00 -s-
I PROPOSED STREAM CENTERLINE
-----x----x----- PROPOSED FENCE
----'r—p— PROPOSED FILL LINE
--_---' ------
PROPOSED BANKFULL
PROPOSED STURMWATEH PIPE
EXISTING TREE
� '^
EXISTING SANITARY SEWER MANHOLE
r-31 FLARED END SECTION (FES)
{ ) PROPOSED STORMWATER MANHOLE
~� (JB 840.32)
PROPOSED CATCH BASIN
(CB 840.03)
PROPOSED CONCRETE HEADWALL
PROPOSED OVERSIZE S7DRMVWATER
JUNCTION BOX
PROPOSED LOG VANE
PROPOSED LOG CROSS VANE
PROPOSED BOULDER STEP
DOWN STRUCTURE
PROPOSED MISCELLANEOUS BOULDERS
PROPOSEDBOULDER WALL
PROPOSED BANK ARMORING
LOG REVETMENT
PROPOSED DEPRESS|0N4L WETLAND
PROPOSED RIP RAP
PROFILE LEGEND
//�m/��
------------ EXISTING GROUND
-------... PROPOSED 0ANKFULL
PROPOSED CHANNEL BOTTOM
PROPOSED CONCRETE STEP STRUCTURE
PROPOSED LOG CROSS VANE
SHEET NUMBER:
011335025 1 8-1

RIFFLE
FP
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MINIMUM FLOODPLAIN WIDTH
MEANDERING POOL
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GROUND ACTUAL
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WIDTH VARIES
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3:1
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3:1
2:1 2:1
BASE WIDTH=2'
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NOT TO SCALE
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ACTUAL
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WIDTH VARIES
SEE SHEET S-1
3' � BANKFULL DEPTH=2.2'
0.9' 1
II MINIMUM MINIMUM
C FP FLOODPLAIN FLOODPLAIN FP
TIE TO EXISTING AS REQUIRED WIDTH=6.0' BANKFULL WIDTH=19.1' WIDTH=6.0' I AS REQUIRED
GROUND ACTUAL ACTUAL
FLOODPLAIN g' 7.4' 3.9' FLOODPLAIN
WIDTH VARIES WIDTH VARIES
SEE SHEET S-1 SEE SHEET S-1
3:1 3:1
FLAT LA
2.2' BANKFlULL DEPTH
3:1 3:1 0.9' 1
TIE TO EXISTING
GROUND
TIE TO EXISTING
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BASE WIDTH=2' 1
w � POOL - MEANDERING
NOT TO SCALE
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(SEE PROFILE) DEPTH �— z = 0 0
DEPTH CAN VARY
BASED ON PROFILE BANKFULL I I
LENGTH PER PROFILE DEPTH POOL 1
p 004 S�Op F TO C FP MINIMUM MINIMUM FP C
FR p�,oFrrgFET OQE C��JP�� TIE TO EXISTING FLOODAS REQUIRED WIDTHP6A0' BANKFULL WIDTH=11.$' FLO
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R\�F pFZO ACTUAL E
UAL
PSR LENGTH PER PROFILE FLOODPLAIN PLAINWIDTH VARIES VARIESPOOL SEESHEETS-1 ET S—
LENGTH PER LENGTH PER LENGTH PER 3:1 3:1
xx
PROFILE PROFILE PROFILE FLAT FLAT
3:1 3:1 1.3' BANKFULL DEPTH
(SEE SHEET S-1)
BASE WIDTH 0'
TYPICAL PROFILE OF RIFFLE/POOL SEQUENCE
NOT TO SCALE
RIFFLE
NOT TO SCALE
SEE PLAN VIEW
STA 10+00 TO 15+95.14
NOTES:
TYPICAL SECTIONS ARE PROVIDED TO GIVE THE GENERAL DIMENSIONS OF THE CHANNEL.
FINAL GRADING WILL GIVE THE CHANNEL A MORE "NATURAL" APPEARANCE AND ALLOW
A SMOOTH TRANSITION FROM EXISTING CHANNEL TO NEW CHANNEL.
ALL POOLS SHALL BE OVERDUG 0.5' TO ACCOUNT FOR SEDIMENTATION. BANKFULL AND y
POOL WIDTH DIMENSIONS SHOULD BE MAINTAINED WITH OVERDIGGING.
RIFFLE FLOODPLAIN WIDTH VARIES BASED ON THE TYPICAL POOL DIMENSIONS AND
THE VALLEY WIDTH SHOWN ON THE PLAN SHEETS.
Know what'sbelow.
LEGEND: Call before you dig.
BANKFULL ELEVATION TO ACT AS VERTICAL AND HORIZONTAL CONTROL POINT.
POINT SHOULD BE VERIFIED BY DESIGNER BEFORE EARTHWORK BEGINS.
t
PREPARED IN THE OFFICE OF: e�.+�" """'��,,
ARo`,,�� PROJECT: t� n AVENUE
nn���//I��pp pI�
1 NEW EASEMENT BOUNDARY Kimley-HornSSI' ,C'EDAR AV ISNUE04/12/11 JIK TSJ
STREAM RELOCATION AL - DRAINAGE OUTFAL�L�
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: r
Associates, CAL CROSS—SECTIONS 49 _ M�nEMENTThis document, together with the concepts and designs presented herein, as an instrument of service, isand 1 1 IJW �p Vintended only for the specific purpose and client for which it was prepared. Reuse of and improper Inc.C � �;,Oo•.�.y� � N�t��• Z``� I W®
reliance on this document without written authorization and adoption by Kimley Horn and Associates, Inc. .,
shall be without liability to Kimley—Horn and Associates, Inc. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 W. SA •�,,•� JOB NUMBER: SHEET NUMBER:
Copyright Kimley—Horn and Associates, Inc., 2011 PHONE: [phone] FAX; [phone] NC LICENSE NO. F-0102 '�h�r�ioiuee��� 011335025 S-2

C
BURY END OF LOG VANES
AND HEADER LOG 4' INTO
CHANNEL BED OR BANKS.
SECURE LOGS TOGETHER
EITHER BY STAINLESS STEEL:
CABLING OR PINNING WITH
REBAR.
J
J
Y
Z
a
m
ROOTWAD
(SEE
ROOTWAD
DETAILS
SHEET D-2)
FLOW
DIRECTION
1/3 1/3
BANKFULL
( BANKFULL
WIDTH
NEE D
8" IN.
2" AX.
-LO
VAIE
LOG
6 A VANE ARM
SECURE LOGS CHANNEL BED-\ ® LOW FLOW --�
TOGETHER EITHER POOL EXCAVATED KEY IN VANE TO BANK —_
BY STAINLESS STEEL PER PROFILE MINIMUM OF 6' AT AN
CABLING OR PINNINGELEVATION EQUAL TO
WITH REBAR, TYP. SECURE LOGS TOGETHER EITHER BANKFULL OR SLIGHTLY BY STAINLESS STEEL LOWER, TYP.
CABLING OR PINNING
WITH REBAR, TYP.
FLOOD PLAIN ELEVATION
r
STORM WATER INLET, TYP.
NATURAL CHANNEL MATERIAL, 6" DEPTH
BACKFILL WITH 2.0' WIDE x 3.0'
DEEP GRADATION OF CLASS A AND
B RIP RAP, 57 STONE, AND
NATURAL BE MATERIAL.
NONWOVEN GEOTEXTILE FABRIC TO
BE USED BETWEEN LOGS AND
BACKFILL
NONWOVEN GEOTEXTILE FABRIC, TYP.—�
LOG CROSS VANE DETAIL
NOT TO SCALE
FOREBAY/DEEP POOL
1.0' — 2.0' DEPTH
LOW MARSH
TO 6" VARIES
Illllllllllii
S�O�� OAF `o CROSS SEC'TM A -A VIEW TYPICAL
iy9T.pG� 6L
STORM WATER INLET, 1
(LOCATION VARIES)
HEADER
LOG
EXCAVATED POOL
MAY USE ONE LOG OF 2X CHANNEL BED
PER PROFILE
MIN. DIAMETER OR LARGER
FOOTER
LOG
NONWOVEN
GEOTEXTILE
FABRIC
SECTION A—A
TIE VANE ARM INTO
BANKFULL ELEVATION UNLESS
THE MAXIMUM ARM SLOPE DOES
NOT ALLOW
NOTCH AS NEEDED ----_ _`
TO MEET SLOPE `---
4% TO 77' SLOPE
11 SECURE LOGS TOGETHER,--/
/f BY STAINLESS STEEL CABLING
OR REBAR, TYP.
MAY USE ONE LOG OF 2X ROOTWAD
MIN. DIAMETER OR LARGER
SECTION B -B
NOTES:
1. MINIMUM LOG DIAMETER = 12'
2. STACKED AND SECURED LOGS CAN BE REPLACED WITH ONE
LOG OF 2X THE MINIMUM DIAMETER.
3. USE ONLY HARDWOOD SPECIES FOR LOGS.
4. NATURAL BED MATERIAL SHALL REFER TO MATERIAL
EXCAVATED FROM THE TOP 6" OF THE CHANNEL BOTTOM.
5. NONWOVEN GEOTEXTILE FABRIC SHALL BE FREE OF HOLES
OR TEARS.
HIGH MARSH
0" TO 3" VARIES
PLAN VIEW TYPICAL
u
DEPRESSIONAL WETLAND
NOT TO SCALE
PRIMARY OUTLET
LOCATION
(LOCATION VARIES)
ELEVATION
TOP OF BANK
A
FLOW WIDTH AS 4'
---� NEEDED TO -
MEET GRADE
BANK FULL
TOP OF BANK
BACK FILL WITH CLASS A AND
B RIP RAP, #57 STONE, AND
NATURAL BED MATERIAL
6" BACKFILL
COMPACTED
SUBGRADE
HEADER BOULDER, TYP.
GRADATION OF-..
CLASS A AND
B RIP RAP,
#57 STONE,
AND NATURAL
BED MATERIAL
NON -WOVEN -
TYPE II
GEOSYNTHE(IC
FILTER FABRIC
20'
NON -WOVEN
TYPE II
GEOSYNTHEfIC
FILTER FABRIC
18'
PLAN VIEW
NOT TO SCALE
TIE TO EXISTING STREAM GRADE.
TIE 1N ELEVATION TO BE FIELD
VERIFIED BY CONTRACTOR AND
APPROVED BY DESIGN
ENGINEER.
i - BANKFULL
I7
D
6" OF #57
STONE
B
FILL GAPS
WITH CLASS A
RIP RAP
POOL
NON -WOVEN
TYPE II
GEOSYNTHETiC
FILTER FABRIC,
TYP.
A
WIDTH AS NEEDED TO MEET GRADE
3:1
--__ --
HEIGHT AS
NEEDED /
COMPACTED
SUBGRADE
6" OFFSET
GRADATION OF CLASS A AND B RIP —�
RAP, #57 STONE AND NATURAL STREAM
BED MATERIAL
TOP ELEVATION OF HEADER
BOULDER TO BE SET EQUAL TO
DOWNSTREAM HEAD OF RIFFLE
HEADER
BOULDER ELEVATION
2.O'x3.0'x4.O', EXISTING
TYP. GROUND
HEAD OF RIFFLE (HOR)
ELEVATION PER PROFILE
0.75' FLOW
DEPTH POOL PER PROFILE
:n 6.0'
FOOTER BOULDER,
2.0'x3.0'x4.0' TYP.
6" LAYER OF AGGREGATE
BASE COURSE
FILL GAPS BETWEEN
BOULDERS WITH CLASS A
RIP RAP
SECTION A—A PROFILE VIEW
NOT TO SCALE
BOULDER STEP STRUCTURE
NOT TO SCALE
BANK Fl
4'
EXISTING GRADE
TOP OF
A BANK
3:1
PROPOSED GRADE
HEADER BOULDER, TYP.
6" LAYER OF #57 STONE
c
NON -WOVEN TYPE 11 GEOTEXTILE
FILTER FABRIC
®� FOOTER BOULDER, TYP.
COMPACTED
SUBGRADE
DEPTH OF RIP RAP BACKFILL
BASE ON LOWEST FOOTER
BOULDER, SEE SECTION A -A
A
SECTION B—B CROSS—SECTION VIEW
NOT TO SCALE
I BOULDER DIMENSIONS (MIN.)
2'x3'x4'
NOTE:
BOULDERS SHOWN IN DETAIL
AND PLANS ARE NOT TO
SCALE.
Know what's below.
CaII before you dig.
PREPARED IN THE OFFICE OF: , ``�e � `SCA Ro ��, � PROJECT:
im a Orn
1 NEW EASEMENT BOUNDARY 04/12/11 JIK TSJ STREAM RELOCATI®N = np
REV. No.: REVISION: DATE: DRAWN BY: CWECKED BY: N � _ 49L
This document, together with the concepts and designs presented herein, as an instrument of service, is ( I � I I � DETAILS � ' � � (� (� �%� �j(
intended onl for the s ecific ur ose and client for which it was re ared. Reuse of and im ro er a , S OC etas C ■ • � : � �U��u �� v ���� u
reliance on this .document without written authorization and adoption by Kimley-Horn and Associates, Inc. 0 '••••..••• , >0
shall be without liability to Kimley-Horn and Associates, Ina. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 �.,,� {y• S� •�,,•� JOB NUMBER: SHEET NUMBER:
Copyright Kimley-Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LICENSE N0. F-0102 '��.,,,,,,,,..�`� 011335025 D-1
HEADER LOG ,TYP.
1/3
SEE PROFILE FOR
BANKFULL
CHANNEL BED LOW FLOW --NATION
WIDTH
go
A
20' TO
HEADER NATURAL CHANNEL MATERIAL, 6" DEPTH
30'LOG
NND
BACKFILL WITH 2.0' WIDE x 3.0'DEEP
GRADATION OF CLASS A
o Y
B RIP RAP, #57 STONE AND 2' MIN.
NATURAL BED MATERIAL.
Q
NAIL FILTER NONWOVEN GEOTEXTILE FABRIC TO
FABRIC BE USED BETWEEN BOULDERS AND
TO BACK OF BACKFILL
LOG VANE
BACKFILL WITH 2.0' WIDE x 3.0'
o°
DEEP GRADATION OF CLASS A AND EXCAVATED TRENCH -
B RIP RAP, #57 STONE AND FOR LOG CROSS VANE
°
NATURAL BED MATERIAL. CONSTRUCTION
O
NONWOVEN GEOTEXTILE FABRIC TO
BE USED BETWEEN BOULDERS AND
BACKFILL
° ROOTWAD
(SEE BANKFULL
ROOTWAD
- DETAILS —
_
SHEET D-2)
NONWOVEN GEOTEXTILE FABRIC
LOG
6 A VANE ARM
SECURE LOGS CHANNEL BED-\ ® LOW FLOW --�
TOGETHER EITHER POOL EXCAVATED KEY IN VANE TO BANK —_
BY STAINLESS STEEL PER PROFILE MINIMUM OF 6' AT AN
CABLING OR PINNINGELEVATION EQUAL TO
WITH REBAR, TYP. SECURE LOGS TOGETHER EITHER BANKFULL OR SLIGHTLY BY STAINLESS STEEL LOWER, TYP.
CABLING OR PINNING
WITH REBAR, TYP.
FLOOD PLAIN ELEVATION
r
STORM WATER INLET, TYP.
NATURAL CHANNEL MATERIAL, 6" DEPTH
BACKFILL WITH 2.0' WIDE x 3.0'
DEEP GRADATION OF CLASS A AND
B RIP RAP, 57 STONE, AND
NATURAL BE MATERIAL.
NONWOVEN GEOTEXTILE FABRIC TO
BE USED BETWEEN LOGS AND
BACKFILL
NONWOVEN GEOTEXTILE FABRIC, TYP.—�
LOG CROSS VANE DETAIL
NOT TO SCALE
FOREBAY/DEEP POOL
1.0' — 2.0' DEPTH
LOW MARSH
TO 6" VARIES
Illllllllllii
S�O�� OAF `o CROSS SEC'TM A -A VIEW TYPICAL
iy9T.pG� 6L
STORM WATER INLET, 1
(LOCATION VARIES)
HEADER
LOG
EXCAVATED POOL
MAY USE ONE LOG OF 2X CHANNEL BED
PER PROFILE
MIN. DIAMETER OR LARGER
FOOTER
LOG
NONWOVEN
GEOTEXTILE
FABRIC
SECTION A—A
TIE VANE ARM INTO
BANKFULL ELEVATION UNLESS
THE MAXIMUM ARM SLOPE DOES
NOT ALLOW
NOTCH AS NEEDED ----_ _`
TO MEET SLOPE `---
4% TO 77' SLOPE
11 SECURE LOGS TOGETHER,--/
/f BY STAINLESS STEEL CABLING
OR REBAR, TYP.
MAY USE ONE LOG OF 2X ROOTWAD
MIN. DIAMETER OR LARGER
SECTION B -B
NOTES:
1. MINIMUM LOG DIAMETER = 12'
2. STACKED AND SECURED LOGS CAN BE REPLACED WITH ONE
LOG OF 2X THE MINIMUM DIAMETER.
3. USE ONLY HARDWOOD SPECIES FOR LOGS.
4. NATURAL BED MATERIAL SHALL REFER TO MATERIAL
EXCAVATED FROM THE TOP 6" OF THE CHANNEL BOTTOM.
5. NONWOVEN GEOTEXTILE FABRIC SHALL BE FREE OF HOLES
OR TEARS.
HIGH MARSH
0" TO 3" VARIES
PLAN VIEW TYPICAL
u
DEPRESSIONAL WETLAND
NOT TO SCALE
PRIMARY OUTLET
LOCATION
(LOCATION VARIES)
ELEVATION
TOP OF BANK
A
FLOW WIDTH AS 4'
---� NEEDED TO -
MEET GRADE
BANK FULL
TOP OF BANK
BACK FILL WITH CLASS A AND
B RIP RAP, #57 STONE, AND
NATURAL BED MATERIAL
6" BACKFILL
COMPACTED
SUBGRADE
HEADER BOULDER, TYP.
GRADATION OF-..
CLASS A AND
B RIP RAP,
#57 STONE,
AND NATURAL
BED MATERIAL
NON -WOVEN -
TYPE II
GEOSYNTHE(IC
FILTER FABRIC
20'
NON -WOVEN
TYPE II
GEOSYNTHEfIC
FILTER FABRIC
18'
PLAN VIEW
NOT TO SCALE
TIE TO EXISTING STREAM GRADE.
TIE 1N ELEVATION TO BE FIELD
VERIFIED BY CONTRACTOR AND
APPROVED BY DESIGN
ENGINEER.
i - BANKFULL
I7
D
6" OF #57
STONE
B
FILL GAPS
WITH CLASS A
RIP RAP
POOL
NON -WOVEN
TYPE II
GEOSYNTHETiC
FILTER FABRIC,
TYP.
A
WIDTH AS NEEDED TO MEET GRADE
3:1
--__ --
HEIGHT AS
NEEDED /
COMPACTED
SUBGRADE
6" OFFSET
GRADATION OF CLASS A AND B RIP —�
RAP, #57 STONE AND NATURAL STREAM
BED MATERIAL
TOP ELEVATION OF HEADER
BOULDER TO BE SET EQUAL TO
DOWNSTREAM HEAD OF RIFFLE
HEADER
BOULDER ELEVATION
2.O'x3.0'x4.O', EXISTING
TYP. GROUND
HEAD OF RIFFLE (HOR)
ELEVATION PER PROFILE
0.75' FLOW
DEPTH POOL PER PROFILE
:n 6.0'
FOOTER BOULDER,
2.0'x3.0'x4.0' TYP.
6" LAYER OF AGGREGATE
BASE COURSE
FILL GAPS BETWEEN
BOULDERS WITH CLASS A
RIP RAP
SECTION A—A PROFILE VIEW
NOT TO SCALE
BOULDER STEP STRUCTURE
NOT TO SCALE
BANK Fl
4'
EXISTING GRADE
TOP OF
A BANK
3:1
PROPOSED GRADE
HEADER BOULDER, TYP.
6" LAYER OF #57 STONE
c
NON -WOVEN TYPE 11 GEOTEXTILE
FILTER FABRIC
®� FOOTER BOULDER, TYP.
COMPACTED
SUBGRADE
DEPTH OF RIP RAP BACKFILL
BASE ON LOWEST FOOTER
BOULDER, SEE SECTION A -A
A
SECTION B—B CROSS—SECTION VIEW
NOT TO SCALE
I BOULDER DIMENSIONS (MIN.)
2'x3'x4'
NOTE:
BOULDERS SHOWN IN DETAIL
AND PLANS ARE NOT TO
SCALE.
Know what's below.
CaII before you dig.
PREPARED IN THE OFFICE OF: , ``�e � `SCA Ro ��, � PROJECT:
im a Orn
1 NEW EASEMENT BOUNDARY 04/12/11 JIK TSJ STREAM RELOCATI®N = np
REV. No.: REVISION: DATE: DRAWN BY: CWECKED BY: N � _ 49L
This document, together with the concepts and designs presented herein, as an instrument of service, is ( I � I I � DETAILS � ' � � (� (� �%� �j(
intended onl for the s ecific ur ose and client for which it was re ared. Reuse of and im ro er a , S OC etas C ■ • � : � �U��u �� v ���� u
reliance on this .document without written authorization and adoption by Kimley-Horn and Associates, Inc. 0 '••••..••• , >0
shall be without liability to Kimley-Horn and Associates, Ina. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 �.,,� {y• S� •�,,•� JOB NUMBER: SHEET NUMBER:
Copyright Kimley-Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LICENSE N0. F-0102 '��.,,,,,,,,..�`� 011335025 D-1

r'1
N
MATTING ANCHOR TRENCH SOIL LIFTS SHOULD
IN TRENCH ON 1' CENTERS 2" x 2" (nominal) TIE TO TOP OF BANK
WOODEN STAKE LIVE CUTTINGS TO
ANCHOR OVERLAP 1" BE ADDED BETWEEN
ON 1' CENTERS LIFTS USING ZONE 1 MAINTAIN EXISTING
SPECIES (SEE (2 1' DRAINAGE
2„ SHEET LP -3)
2' INSTALL WOVEN COIR MAT TYPE 4–
WITH 48" WHIPS (Y2 DIA. MAX.)/
ANCHORS ON PROPOSED GRADE 3.0 (min• *..' :`10' MAINTENANCE
3' CENTERS 24'1.0 1, COftR1DOR
LOG REVETMENTS 12" DIAMETER MIN.
PLANT PER
PLANS AND
DIRECTION \ �
SPECIFICATIONS.
OF FLOW / j\\j
– –> ANCHORS ... ...
g NON–WOVEN
GEOTEXTILE FILTER
ANCHOR FABRIC, TYP.
• w �� EXISTING CHANNEL BANK
, .
COMPACTED FILL (IN 12" MAX. LIFTS)
6" OVERLAY (MIN.)
� REBAR OR
STAINLESS BACKFILL
PLAN VIEW STEEL CABLE
CLASS 11 RIP RAP WELL GRADED MIX OF
CLASS 11, CLASS A AND
CLASS B RIP RAP
18 (TYP.)
FLOODPLAIN/
COIR FIBER EXISTING BANK ARMORING LOG REVETMENT
MATTING BACKFILL GROUND
NOT TO SCALE
ANCHORS ON
3' CENTERS
EXTEND MATTING
TO NWSEL
6" MIN
ANCHORS ON \.
1' CENTERS ��
IN TRENCH
—v MATTING SHALL BE
PLACED IN TRENCH TOP OF BANK
AND BACKFILLED FLOOD PLAIN
{ COIR FIBER MATTING
STREAM BED BED
BANKFULL STAGE
NOTE: _ ROOT WAD
TYPICAL CROSS SECTION 1. IN AREAS TO BE MATTED, ALL SEEDING, SOIL 0.5' BERM
AMENDMENTS, AND SOIL PREPARATION MUST BE
COMPLETED IN ACCORDANCE WITH THE PROJECT
SPECIFICATIONS PRIOR TO PLACEMENT OF COIR
FIBER MATTING. _
REBAR OR 0.5'
COIR FIBER MATTING DETAIL STAINLESS ROOT WAD TO BE
STEEL CABLE INSTALLED AT A
DOWNWARD ANGLE
NOT TO SCALE INTO THE STREAM
BANK
EXISTING GROUND ROOT WAD REBAR OR
STAINLESS
6.0' — 8.0' LONG, STEEL CABLE
> 1.0' DIAMETER
PLAN VIEW LOG MIN. 6.0'
l : LONG, MIN.. 10"
DRIVE POINT METHOD DIAMETER
PROPOSED GROUND SECTION A–A
SEE PLAN SHEET FOR 1
CHANNEL CHANGE
LOCATION D
BANKFULLC NOTES:
4 l D FILL GAPS WITH CLASS A RIP RAP ORIENT ROOT WADS SO THAT THE STREAM FLOW MEETS THE ROOT WAD
STRAIGHT ON, DEFLECTING THE WATER AWAY FROM THE BANK.
METHODS OF INSTALLATION:
PROPOSED GROUND
NON–WOVEN GEOTEXTILE FABRIC Q
o0
BED DRIVE POINT METHOD:
REBAR OR STAINLESS
BOULDERS 2' x 3' x 4' MIN. PLACE STEEL CABLE SHARPEN THE END OF THE LOG BEFORE "DRIVING" AT A DOWNWARD ANGLE
LARGER BOULDERS AS FOOTER ROCKS FILL BETWEEN BOULDERS AND FILTER INTO THE BANK. MIN. 10" DIAMETER, 6.0 FOOT LONG LOG TO BE DRIVEN INTO
(PLACE TOP OF FOOTER ROCKS AT FABRIC WITH NO. 57 STONE ROOT WAD STREAM BED AND PINNED WITH REBAR OR CABLES WITH 1/4" MIN. STAINLESS
OR BELOW BOTTOM ELEVATION OF - STEEL CABLE TO THE ROOT WAD TO PIN IT IN PLACE. ONE–THIRD OF THE
CHANNEL). BOULDERS ARE TO BE ROOT WAD SHOULD REMAIN BELOW NORMAL BASE FLOW CONDITIONS.
APPROVED BY DESIGNER PRIOR TO
INSTALLATION. Q TRENCHING METHOD:
IF THE ROOT WAD CANNOT BE DRIVEN INTO THE BANK OR THE BANK NEEDS
TO BE BE USED.
BOULDER WALL METHOD REQUIRES THAT A TRENCH BE EXCAVATED FORTHE TRENCHING METHODLTHE LOG PORTIOIN
NOT TO SCALE OF THE ROOT WAD. THE VERTICAL LOG MIN. 10" DIAMETER, 6.0 FOOT LONG
LOG SHOULD BE DRIVEN INTO STREAM BED AND PINNED WITH REBAR OR
CABLED WITH 1/4" MIN. STAINLESS STEEL CABLE. ONE—THIRD OF THE ROOT
WAD SHOULD REMAIN BELOW NORMAL BASE FLOW CONDITIONS. BANK MUST
BE COMPACTED SUCH THAT IT WILL NOT ERODE.
PLAN VIEW
TRENCHING METHOD
ROOT WAD DETAIL
NOT TO SCALE
d�S
�Y
Know what's below.
Call before you dig.
PREPARED IN THE OFFICE OF: 1111"'., PROJECT: /(��\ AVENUE �Ij�
`0``,a� �•• ARO` ', "EDAR71
O U V Eli UE
Kimley-Horn �- •�1 NEW EASEMENT BOUNDARY JIK TSJ
04 12 11
STREAM RELOCATION ®f�AXIACC ®MTFALL�
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY:
This document, together with the concepts and designs presented herein, as an instrument of service, is n ®E 1 / 1'L� � intended onl for the s ecific ur ose and client for which it was re a d. and ®I1 1 � '/ � � IUUllll 17 ❑ V LSl1W�I1V Uy p p p p pre Reuse of and Improper y� N��� y`
reliance on this document without written authorization and adoption by Kimley–Horn and Associates, Inc. ®®
shall be without liability to Kimley–Horn and Associates, Inc. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068' {�• s� •��,.�` JOB NUMBER: SHEET NUMBER:
Copyright Kimley–Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone]ONC LICENSE NO. F-0102 ���,,,j��«��e�` 011335025 D-2

L•1
4 x D
ra
2
_0i k
A SPECIAL STILLING BASIN
(SEE PROJECT SPECIFICATIONS)
UTILIZE A STABILIZED OUTLET
INSTEAD OF A SPECIAL
STILLING BASIN IF PUMPING
CLEAN WATER
SECTION A—A
ENERGY DISSIPATOR FOR PUMP AROUND HOSE
(IF CLEAN WATER)
NOT TO SCALE
__ nl A { _^ .. 1 ­^ - A
SPECIAL STILLING BASIN
WITH ROCK PAD
NOT TO SCALE
NOTE: PROVIDE STABILIZED OUTLET TO STREAMBANK
IMPERVIOUS DIKE
(SEE PROJECT SPECIAL PROVISIONS)
TEMPORARY
FLEXIBLE HOSE
PROJECT BOUNDARY
FLOW RE—ENTERS
EXISTING STREAM
BELOW AREA OF
CONSTRUCTION
SPECIAL STILLING BASIN
(SEE PROJECT SPECIFICATIONS)
(ONLY IF NECESSARY)
____1 ____ _Z_:�'
PUMP—AROUND PUMP
NOT TO SCALE
SEQUENCE OF CONSTRUCTION FOR TYPICAL WORK AREA
1. INSTALL SPECIAL STILLING BASIN(S).
2. INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE.
3. PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
OPERATIONS FOR STREAM DIVERSION.
4. PLACE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS. DEWATER
ENTRAPPED AREA. AREA TO BE DEWATERED SHALL BE EQUAL TO ONE DAY'S
WORK.
5. PERFORM STREAM RESTORATION WORK IN ACCORDANCE WITH THE PLANS.
6. EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF IMPERVIOUS
DIKES. REMOVE IMPERVIOUS DIKES, PUMPS, AND TEMPORARY FLEXIBLE HOSE.
(DOWNSTREAM IMPERVIOUS DIKES FIRST).
IMPERVIOUS DIKE (SEE
PROJECT SPECIFICATIONS)
_____
\ \ FLOW
7:STREAM BASE FLOW
IMPOUNDED BY DIKE AND \ \
DIVERTED AROUND AREA OF \ \
-�_ CONSTRUCTION \
7. PUMP AROUND AREA TO BE STABILIZED WITH MATTING AT THE END OF EACH
WORK DAY. THE IMPERVIOUS DIKE LOCATIONS AS SHOWN ON THIS SHEET ONLY
SHOW THE UPPER AND LOWER EXTENT OF WORK FOR EACH STREAM SEGMENT.
THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE LOCATION OF THE
IMPERVIOUS DIKE(S) FOR EACH DAY'S WORK.
8. REMOVE SPECIAL STILLING BASINS) AND BACKFILL. STABILIZE DISTURBED AREA
WITH SEED AND MULCH OR EROSION CONTROL MATTING.
NOTES:
1) ALL EXCAVATION SHALL BE PERFORMED IN ONLY DRY OR ISOLATED
SECTIONS OF CHANNEL.
2) IMPERVIOUS DIKES ARE TO BE USED TO ISOLATE WORK FROM
STREAM FLOW WHEN NECESSARY.
3) GRADED STREAM BANKS SHALL BE STABILIZED, WITH MATTING, PRIOR
TO PREDICTED RAIN FALL EVENTS, UNLESS ALL RAIN EVENT FLOW CAN
BE PUMPED AROUND FOR PREDICTED EVENT.
4) MAINTENANCE OF STREAM FLOW OPERATIONS SHALL BE INCIDENTAL
VA
TO THE WORK. THIS INCLUDES POLYETHYLENE
SHEETING, DIVERSION PIPES, PUMPS AND HOSES.
5) PUMPS AND HOSES SHALL BE OF SUFFICIENT SIZE TO DEWATER
THE WORK AREA. PUMP SHOULD BE SIZED FOR 46 CFS IF ONLY
PUMPING DURING WORKING HOURS. IF PUMPING IS PLANNED TO
OCCUR 24 HOURS PER DAY, THEN THE PUMP SHOULD BE SIZED TO
PUMP AROUND STORM EVENTS. IF LARGE STORM EVENTS ARE
FORCAST, THEN PUMP AROUND AREA SHUOLD BE STABILIZED
SUFFICIENTLY TO ALLOW THE STORM EVENT TO PASS THOUGH THE
WORK AREA.
6) PUMPING OCCURRING IN A RESIDENTIAL AREA SHALL REQUIRE A PUMP
THAT RUNS QUIET FOR NOISE CONTROL.
EXISTING STREAM BANKS
Know what's b@IOW.
Call before you dig.
hot
PREPARED IN THE OFFICE OF: o��" "'��.
�,•` H CARS''%, PROJECT: AVENUE p
Kimley-Horn o:�SS,�..1 NEW EASEMENT BOUNDARY 04/12/11 JIK TSJ _ .
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY:
STREAM RELOCATION 91 _ DRAINAGE NAGE OUTFALi�L
This document, together with the concepts and designs presented herein, as an instrument of service, is and Associates ETAILS :.�.y ��� IMPROVEMENT
intended only for the specific purpose and client for which it was prepared. Reuse of and improper ' Inc.■ y+� ����.
reliance on this document without written authorization and adoption by Kimley—Horn and Associates, Inc.........
......••
shall be without liability to Kimley—Horn and Associates, Inc. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 '-, W. srt -'0"% JOB NUMBER: SHEET NUMBER:
Copyright Kimley—Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LICENSE NO. F-0102 �,,�
,,,,,,,,,,• 011335025 D-3
DEWATERING PUMP
(ONLY IF NECESSARY)
SEDIMENT LADEN
WATER IS PUMPED
OUT OF AREA OF
CONSTRUCTION AND
TREATED.
/
AREA OF
CONSTRUCTION
____1 ____ _Z_:�'
PUMP—AROUND PUMP
NOT TO SCALE
SEQUENCE OF CONSTRUCTION FOR TYPICAL WORK AREA
1. INSTALL SPECIAL STILLING BASIN(S).
2. INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE.
3. PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
OPERATIONS FOR STREAM DIVERSION.
4. PLACE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS. DEWATER
ENTRAPPED AREA. AREA TO BE DEWATERED SHALL BE EQUAL TO ONE DAY'S
WORK.
5. PERFORM STREAM RESTORATION WORK IN ACCORDANCE WITH THE PLANS.
6. EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF IMPERVIOUS
DIKES. REMOVE IMPERVIOUS DIKES, PUMPS, AND TEMPORARY FLEXIBLE HOSE.
(DOWNSTREAM IMPERVIOUS DIKES FIRST).
IMPERVIOUS DIKE (SEE
PROJECT SPECIFICATIONS)
_____
\ \ FLOW
7:STREAM BASE FLOW
IMPOUNDED BY DIKE AND \ \
DIVERTED AROUND AREA OF \ \
-�_ CONSTRUCTION \
7. PUMP AROUND AREA TO BE STABILIZED WITH MATTING AT THE END OF EACH
WORK DAY. THE IMPERVIOUS DIKE LOCATIONS AS SHOWN ON THIS SHEET ONLY
SHOW THE UPPER AND LOWER EXTENT OF WORK FOR EACH STREAM SEGMENT.
THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE LOCATION OF THE
IMPERVIOUS DIKE(S) FOR EACH DAY'S WORK.
8. REMOVE SPECIAL STILLING BASINS) AND BACKFILL. STABILIZE DISTURBED AREA
WITH SEED AND MULCH OR EROSION CONTROL MATTING.
NOTES:
1) ALL EXCAVATION SHALL BE PERFORMED IN ONLY DRY OR ISOLATED
SECTIONS OF CHANNEL.
2) IMPERVIOUS DIKES ARE TO BE USED TO ISOLATE WORK FROM
STREAM FLOW WHEN NECESSARY.
3) GRADED STREAM BANKS SHALL BE STABILIZED, WITH MATTING, PRIOR
TO PREDICTED RAIN FALL EVENTS, UNLESS ALL RAIN EVENT FLOW CAN
BE PUMPED AROUND FOR PREDICTED EVENT.
4) MAINTENANCE OF STREAM FLOW OPERATIONS SHALL BE INCIDENTAL
VA
TO THE WORK. THIS INCLUDES POLYETHYLENE
SHEETING, DIVERSION PIPES, PUMPS AND HOSES.
5) PUMPS AND HOSES SHALL BE OF SUFFICIENT SIZE TO DEWATER
THE WORK AREA. PUMP SHOULD BE SIZED FOR 46 CFS IF ONLY
PUMPING DURING WORKING HOURS. IF PUMPING IS PLANNED TO
OCCUR 24 HOURS PER DAY, THEN THE PUMP SHOULD BE SIZED TO
PUMP AROUND STORM EVENTS. IF LARGE STORM EVENTS ARE
FORCAST, THEN PUMP AROUND AREA SHUOLD BE STABILIZED
SUFFICIENTLY TO ALLOW THE STORM EVENT TO PASS THOUGH THE
WORK AREA.
6) PUMPING OCCURRING IN A RESIDENTIAL AREA SHALL REQUIRE A PUMP
THAT RUNS QUIET FOR NOISE CONTROL.
EXISTING STREAM BANKS
Know what's b@IOW.
Call before you dig.
hot
PREPARED IN THE OFFICE OF: o��" "'��.
�,•` H CARS''%, PROJECT: AVENUE p
Kimley-Horn o:�SS,�..1 NEW EASEMENT BOUNDARY 04/12/11 JIK TSJ _ .
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY:
STREAM RELOCATION 91 _ DRAINAGE NAGE OUTFALi�L
This document, together with the concepts and designs presented herein, as an instrument of service, is and Associates ETAILS :.�.y ��� IMPROVEMENT
intended only for the specific purpose and client for which it was prepared. Reuse of and improper ' Inc.■ y+� ����.
reliance on this document without written authorization and adoption by Kimley—Horn and Associates, Inc.........
......••
shall be without liability to Kimley—Horn and Associates, Inc. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 '-, W. srt -'0"% JOB NUMBER: SHEET NUMBER:
Copyright Kimley—Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LICENSE NO. F-0102 �,,�
,,,,,,,,,,• 011335025 D-3

N
x
WASHED STONE
6 c TOP BANK
���o O O O O <::7
c C c coy_ C
- — CLASS B
RIP RAP
SEE SHEET EC -3 FOR
PIPE SIZE/MATERIAL
\ SEE SHEET EC -3 FOR
WASHED STONE PIPE SIZE AND
CONFIGURATION
p a
o p
00 0
-
o°
o oho 00
o a �o 0 0 o pV
�o44°
� � 0 0
STREAM BANK p °
p p
r
CLASS B
RIP RAP
TEMPORARY STREAM CROSSING/FORD
NOT TO SCALE
J '
J
D
"Oy
Y
Z
Q
m
BURY END OF -
LOG VANE INTO
CHANNEL BED,
MIN. 5'
2/3
BANKFULL
WIDTH
REBAR OR 1/4"
MIN. DIAMETER
STAINLESS
STEEL CABLE
FLOW
POOL EXCAVATED
PER PROFILE
POO
0
1/3
BANKFULL
WIDTH
A
3 X
IJ
J
a►- :D
Y
20' TO a
30' m
PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL
F11
L
SECTION A—A
GEOTEXTILE FABRIC, TIP.
NOTES:
L =LENGTH OF DISSIPATOR PAD
W = WIDTH AT END OF DISSIPATOR PAD
REFER TO THE GRADING AND DRAINAGE SHEET
FOR DISSIPATOR DIMENSIONS.
12" (MIN.) LAYER OF CLASS B RIP RAP
DISSIPATOR PAD
NOT TO SCALE
NOTES:
1. DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARM TIES INTO BANKFULL.
2. DO NOT EXCAVATE POOL TOO CLOSE TO FOOTER LOG.
3. COMPACT BANK TO EXTENT POSSIBLE SUCH THAT THE
BANK WILL NOT ERODE.
4. POOL DEPTH SHOULD BE 2 TO 3 TIMES BANKFULL DEPTH
5. MINIMUM LOG DIAMETER = 12", FOR HORIZONTAL LOGS.
6. USE ONLY HARDWOOD SPECIES FOR LOGS.
7. NATURAL BED MATERIAL SHALL REFER TO MATERIAL
EXCAVATED FROM THE TOP 6" OF THE CHANNEL BOTTOM.
8. NONWOVEN GEOTEXTILE FABRIC SHALL BE FREE OF HOLES
OR TEARS.
LOG MINIMUM DIAMETER OF 10"
NAIL FILTER FABRIC
TO BACK OF LOG VANE,
SEE PROJECT SPECIAL
PROVISIONS
BACKFILL WITH 2.0' WIDE X 3.0'
ir• DEEP GRADATION OF CLASS A
A \� AND B RIP RAP, #57 STONE,
AND NATURAL BED MATERIAL
FILTER FABRIC
SEE ROOTWAD
,g DETAIL SHEET D-2
KEY IN VANE TO BANK
MINIMUM OF 6' AT AN
ELEVATION EQUAL TO
BANKFULL OR LOWER
LOG VANE DETAIL
NOTTO SCALE
NATURAL CHANNEL•
MATERIAL 6" DEPTH
FLOW
BACKFILL WITH 2.0' WIDE
x 3.0' DEEP GRADATION
OF CLASS A AND B RIP
RAP, ##57 STONE, AND
NATURAL BED MATERIAL
EXCAVATED TRENCH o J BED
FOR LOG VANE _
CONSTRUCTION l
2' WIDE x 2' DEEP MIN. ✓o ��
J EXCAVATED POOL
LOG VANE, TYP.
BANKFULL
FLOW
BED
NATURAL CHANNEL
MATERIAL 6” DEPTH
BACKFILL WITH 2.0'—
WIDE X 3.0' DEEP
GRADATION OF CLASS
A AND B RIP RAP,
#57 STONE, AND
NATURAL BED
MATERIAL
FILTER FABRIC, TYP.
SECTION B -B
LOG 10" MIN. DIAMETER AND
6.0' MIN LONG, DRIVEN INTO
STREAMBED ON DOWNSTREAM
SIDE OF VANE LOG. PINNED
TO VANE LOG WITH REBAR OR
1/4" MIN. STAINLESS STEEL
CABLE
TIE VANE ARM INTO
BANKFULL ELEVATION
UNLESS THE MAXIMUM
ARM SLOPE DOES NOT
ALLOW
4-76
ANCHOR LOG BY —'
PINNING WITH
REBAR, OR 1/4" MIN.
STAINLESS STEEL CABLE
x
Know what's below.
Call before you dig.
PREPARED IN THE OFFICE OF: �``�"p'"""'�, PROJECT:
Kimley-Horn ��• /"' "E®AR AVENUE
1 NEW EASEMENT BOUNDARY
04/12/11 JIK TSJ
STREAM RELOCATION = '' ���� ���� ®MSI ����
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: _
This document, together with the concepts and designs presented herein, as an instrument of service, is and Associates,Inc. DETAILS 2�'��` �����������
intended only for the specific purpose and client for which it was prepared. Reuse of and improper .•y� H� �`
reliance on this document without written authorization and adoption by Kimley—Horn and Associates, Inc.
shall be without liability to Kimley—Horn and Associates, Inc. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 ®�'••...�....•'
'�,� �• �� .�° JOB NUMBER: SHEET NUMBER:
Copyright Kimley—Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LICENSE NO. F-0102 ��„„���`��� 011335025 D-4

O
EO
ROADWAY TYPICAL SECTION- A
-L- STA 13f77.66 TO STA 17+39.20
r CI
I C2
TIF TO --�
EXISTING
T
VARIES
I 12.1 10' I0'
2,1 VARIES
�j-� 'R, a � i a RI �i
GRADE LINE
REMOVE EXISTING PAVEMENT
DRIVEWAY TYPICAL
PLAN
FRAME, GRATE & HOOD IASS'Y
.I- > 7„
N
SECTION - LL
SECTION - BB
PAVEMENT SCHEDULE
6' JOINTED CONCRETE. REINFORCED WITH WIRE MESH.
PROPOSED APPROX. T ASPHALT CONCRETE SURFACE COURSE TYPE S9.5B.
AT AN AVERAGE RATE OF 166 LBS. PER SO. YD IN EACH OF 2 LAYERS.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE. TYPE S9.5B. AT
AN AVERAGE RATE OF 112 LBS. PER 50. YD. PER P DEPTH, TO BE PLACED
IN LAYERS NOT LESS THAN IS IN DEPTH OR GREATER THAN 20 IN DEPTH.
J PROPOSED 6 -AGGREGATE BASE COURSE
RI TYPE 'H' CURB AND GUTTER
R2 TYPE 'A' CURB AND GUTTER
TIE TO
I -EXISTING R3 2'-6' CURB AND GUTTER
T EARTH MATERIAL
0.75»
PP
NN 2.12N
SECTION - MM
1"
SECTION - PP
N
1.3»xj7„
SECTION - AA 1
�3" SECTION - NN
FRAME PLAN
5.62"
3» „
4� 4" 5» rn 2.12„
1. 4.6
0.7 .75" 0.75" w " 6»
1 4.63" 1.75" f°• 9»
5• " SECTION - RR 91,
R
HOOD ELEVATION 0 75" 075 5.12
0.69" 0.
� N
D N
0.7
61 61 1 SECTION --JJ JJ
36"
3.5 3.5
SECTION - KK
REFERENCE TO NCDOT
DETAIL NO. 840.03.
NOTES: 1.) USE TYPE "E","F",& "G" GRATE UNLESS
OTHERWISE INDICATED
2.) TOP OF HOOD CASTING SHALL HAVE RAISED LETTERS WHICH SAY:
"DUMP NO WASTE" & "DRAINS TO WATERWAY"
PROVIDE PICTURE OF FISH BETWEWEEN TWO STATEMENTS.
CATCH BASIN CASTING FOR PRE -CAST
SD 2-19
NOT TO SCALE
I
I_ - - - - - -
MILLING DETAIL
CI
MILL NOTCH
TO KEY IN
MILL 25' OR AS
DIRECTED BY ENGINEER �
U EXISTING ASPHALT PAVEMENT
�V
CURB REPLACEMENT
2`6" CURB AND GUTTER IN NCDOT RIGHT-OF-WAY
2'-0" CURB AND GUTTER (TYPE AJ IN CITY RIGHT-OF-WAY
SAWCUT EXISTING PAVEMENT
_� 1-4-1 /
TIE TO
EXISTING
DETAIL SHOWING TYPES OF GRATES TO
BE USED ACCORDING TO WATER [=LOW. 35.75" 2;75"
CTYPE "G" TYPE "E" TYPE "F" B
v A
1.5"
WATER FLOW SAG WATER FLOW_ DDDDDDD DDDDDDD A 1.01
-
MUNIMUT-
B-
1.75"
0.62" SECTION - BB
WATER FLOW SAG WATER FLOW 1 .75�
2.25"
SECTION - AA
TYPE "F" TYPE "E" TYPE "G" TYPE - E
RAISED FLOW
ARROW 1/16" HIGH
RAISED FLOW
A 2.75" A ARROW 1/16" HIGH
2.75"
in 1.5„
LO
N O O 15 N
Aa
1.5"
1.5" _
1.75'
35.75" 1.50"R
1.5 0.19'
,- 0.12 0.19" 13"
1.50"R
TYPE - F
0.12"
0.88"_
SECTION - AA
5,75"
5 SECTION AA
TYPE - G
CATCH BASIN GRATE FOR PRE -CAST
SD 2-20
NOT TO SCALE
STANDARD TRANSITION TYPE "H" CURB
EXISTING PAVEMENT
CUTBACK
NOT TO SCALE
MATCH EXISTING ASPHALT (2" MIN.)
S-9.513 SUPERPAVE
CLEAN SQUARE
F CUT
8" MIN,
CUTBACK
SLOPE WALLS TO
ANGLE OF REPOSE
OR SHORING AS VAR,
APPROVED BY
ENGINEER I
NOTES:
1. BACKFILL SHALL BE SUITABLE MATERIAL THAT IS FREE FROM HEAVY CLAY, GUMBOS,
DEBRIS, ORGANICS AND LITTLE OR NO EXCESSIVE MOISTURE.
2. SELECT BACKFILL MAY BE SUBSTITUTED OR REQUIRED BY CITY ENGINEER FOR TIGHT
COMPACTION, (I.E. #57, ABC, CRUSHED LIMESTONE, CLEAN SAND, FLOWABLE FILL, ETC).
3. 8 -INCH OF ABC BASE MATERIAL SHALL BE USED ON CITY STREETS.
4. BACKFILL AND BASE MATERIALS SHALL BE COMPACTED 12" MINIMUM LIFTS
5. SOIL SHALL BE COMPACTED BY A MECHANIZED TAMPER (LE JUMPING JACK), HOWEVER,
VIBRATORY ROLLERS > 18"WIDTH MAY BE USED FOR LARGER EXCAVATIONS. THE PLATE
TAMP METHOD SHALL NOT BE USED.
6. ALL CASTINGS SHALL BE SET FLUSH TO GRADE AND SUPPORTED IF APPLICABLE.
7. ABC BASE AND SUBBASE COMPACTED TO 95% AND BACKFILL AND EMBEDMENT
COMPACTED TO 90% AS DETERMINED BY THE MODIFIED PROCTOR AASHTO METHOD T-99.
8, 1 -FOOT CUTBACKS OF ASPHALT SHALL BE PREPARED ON UNDISTURBED SOIL AFTER
BACKFILL AND COMPACTION OF TRENCH. ,
PAVEMENT REPAIR DETAIL
SD 1 -05
NOT TO SCALE
6"
T
PIPE
2'-0"
3" SURFACE COURSE
COMPA(
EARTH 7�6 I\ BASE COURSE
(STONE ALLOWED)
TYPE "H" CURB AND GUTTER
NOT TO SCALE
PLAZA
Al -
2' -0„
A
MIN.
PLAZA
_L AL/
I
1/2" EXPANSION JOINT (TYP.)
A
'T I\IJUT\ IV 1 UM1I\ VI \iURB
TYPE "H" CURB DRIVEWAY ENTRANCE - 2' RADIUS
NOT TO SCALE
PREPARED IN THE OFFICE OF: Ij / /ii -0.01PROJECT:
CEDAR AVENUE
Kimley=Horn °
CONSTRUCTION SE NOT TO SCALE DRAINAGE OUTFALL IMPROVEMENT
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: -k"-. O��`1Vo
This document, together with the concepts and designs presented herein, as an instrument of service, is and Inc. DETAIL SHEETS %�°°°
intended onlyfor the specific purpose and client for which it was prepared. Reuse of and 'improper Associates,',� °° P P P P P ,% °!SCI
reliance on this document without written authorization and adoption b Kimle Horn and Associates, Inc. ��
p y y- P.O. BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068 '% pp��\\� JOB NUMBER: SHEET NUMBER:
Copshayright ghttKimleyhout 'IHorn and o Associates, Inc.,
200gociates, Inc. PHONE.- (9 19) 677-2000 FAX. [phone] NC LIC. NO. F-0102 �/t��Oj�,� a�2+� 0 1 1335025 D-5

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DEPT. OF TRANSPORTATIONNiANHOLE AND VALVE BOX ADJUSTMENTS DIVISION OF HIGHWAYS BRICK/CONCRETE/PRECAST CONCRETE
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PREPARED IN THE OFFICE OF:
PROJECT:
ROADWAY CONSTRUCTION
KimleymHorn CEDAR AVENUE
REV.No.: REVISION: DATES DRAWN BYs CHECKED BYs NOT TO SCALE DRAINAGE OUTFALL IMPROVEMENT
This document, together with the concepts and designs presented herein, as an instrument of service, Is and Associates,Inc.DETAIL SHEETS
intendedonly for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adoption by Kimsey -Horn and Associates, Inc.
shall be without liability to Kimley-Horn and Associates, Inc. P.O. BOX 33068 - RALEIGH 9 NORTH CAROLINA 27636-3068 X06 NUMBER: 011335025 SHEET NUMBER:
Copyright Kimley-Horn and Associates, Inc., 201 1 1PHONE: [phone] FAX: [phone] NC LiC. NO. F-0 102 1 1 1 D-7

— — PROJECT DENUDED AREAS
IMPERVIOUS AND PERVIOUS SURFACES IN
CEDAR AVENUE DRAINAGE OUTFALL
DISTURBED AREAS
PROPOSED IMPERVIOUS SURFACE = 0.58 AC
PROPOSED PERVIOUS SURFACE = 1.62 AC
..ZrJA T� 1
Project Description
The purpose of the Cedar Avenue Drainage Outfall Improvement Project Is to
mitigate for flooding condltlons on South College Road as conditions allow and
provide for consistent public maintenance to anyproposed Improvements within
the project area. It Is being constructed by the CIfy of Wllmington.Approximately
2J7 acres will be disturbed during the construction of this project. Also,
approximately 1.62 acres will be vegetatively stabilized with gross and permanent
plantings.
The project is located In New Hanover County, Wilmington, NC. The
project site begins at the Intersection of College Road and Cedar
Avenue and runs alongCedar Avenue to Sweetwater Branch. The
project continues norton Sweetwater Branch for approximately 530'.
Site Descrlptlon
The site Is generally flat and the land use along the project Is predominantly
developed. Drainage from the project site makes its way through a series
of existing ditches and storm drain systems and eventually flows Into the
Sweetwater Branch thus no new drainage patterns will be introduced.
Pre—construction runoff equals Post—constructlon runoff for all existing system
outlets that are to be retained.
Solls
The soil types throughout the project limits are mostly fine sands (Sh,TO)
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Total Disturbed Area (shaded) = 2.17 ACRES
..,. ...... ......
0.02 AC
PREPARED IN THE OFFICE OF:�����"i i i
�, PROJECT:
pF
imle Orn = CEDAR AVENUE
EROSION CONTROL _ AL �o o loo DRAINAGE OUTFALL IMPROVEMENT
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: 264811 � ��
This document, together with the concepts and designs presented herein, as an instrument of service, is Associates, I1 1Cj,DENUDED AREA MAP'•.intended only for the specific purpose and client for which it was prepared. Reuse of and improper and %��•FHG,
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc. �i
shallbe without liability to Kimley-Horn and Assoclates,lnc. p P.O. BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068 %,Rbg\\JOB NUMBER: SHEET NUMBER:
Copyright Kimley-Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LIC.��C. NO. F-0 102 ���ill 'A 011335025 EC- I
0.02 AC
PREPARED IN THE OFFICE OF:�����"i i i
�, PROJECT:
pF
imle Orn = CEDAR AVENUE
EROSION CONTROL _ AL �o o loo DRAINAGE OUTFALL IMPROVEMENT
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: 264811 � ��
This document, together with the concepts and designs presented herein, as an instrument of service, is Associates, I1 1Cj,DENUDED AREA MAP'•.intended only for the specific purpose and client for which it was prepared. Reuse of and improper and %��•FHG,
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc. �i
shallbe without liability to Kimley-Horn and Assoclates,lnc. p P.O. BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068 %,Rbg\\JOB NUMBER: SHEET NUMBER:
Copyright Kimley-Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LIC.��C. NO. F-0 102 ���ill 'A 011335025 EC- I

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STREAM RELOCATION EROSION CONTROL NOTES: STAGING, STOCKPILES AND HAUL ROAD AREAS:
EROSION CONTROL LEGEND SPECIFIED AREAS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLANS HAVE BEEN ESTABLISHED AS HAUL ROADS SEQUENCE OF EVENTS:
REFER TO SHEET EC -1 FOR TOTAL SITE DISTURBED AREA. SEE SHEET EC -7 FOR GENERAL EROSION CONTROL NOTES. AND STAGING AREAS, AND TEMPORARY STOCKPILE LOCATIONS. WITH PRIOR APPROVAL FROM THE PROJECT ENGINEER, THE
CONTRACTOR MAY MODIFY THE PROPOSED LOCATION OF STOCKPILE AREAS ALONG THE PROJECT, AS NECESSARY, TO
CARRY OUT THE WORK. ALL STOCKPILE AREAS MUST BE INSIDE THE LIMITS OF CONSTRUCTION AND APPROVED BY THE 1. OBTAIN LAND -DISTURBING PERMIT FROM NCDENR AND SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH THE
TEMPORARY CONSTRUCTION EASEMENT —TC E ESTABLISHMENT OF SEDIMENTATION AND EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH STATE EROSION ENGINEER. SILT FENCE SHALL BE REQUIRED IN AREAS WHERE LOOSE SOIL HAS BEEN PLACED IN THE STAGING AND NCDENR WILMINGTON REGIONAL OFFICE AT [phone]. THE CONTRACTOR SHALL SCHEDULE THIS MEETING A
CONTROL REGULATIONS. STOCKPILING AREAS. MINIMUM OF 48 HOURS PRIOR TO ANY LAND DISTURBING ACTIVITY.
LIMITS OF DISTURBANCE — — LOD THE CONTRACTOR SHALL INSTALL AND MAINTAIN THROUGHOUT THE PROJECT CONSTRUCTION ALL EROSION CONTROL MEASURES IF ANY SOIL IS TRANSPORTED OFFSITE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE THAT REMEDIAL ACTION IS 2. INSTALL SILT FENCE, TREE PROTECTION FENCE, CONSTRUCTION ENTRANCES, TEMPORARY HAUL ROADS, TEMPORARY
SHOWN WITHIN THESE PLANS IN ACCORDANCE WITH APPLICABLE NCDENR EROSION AND SEDIMENT CONTROL REGULATIONS. TAKEN AND CONDUCTED IN A MANNER THAT IS CONSISTENT WITH THE APPROVED EROSION CONTROL PERMIT. ROCK SILT CHECKS, TEMPORARY DIVERSION BERMS, INLET PROTECTION, TEMPORARY STREAM CROSSINGS, AND SEDIMENT
TEMPORARY SILT FENCE — SF— ALL CONSTRUCTION WORK SHALL BE IN COMPLIANCE WITH REGULATIONS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION TRAPS AS REQUIRED IN THESE PLANS. CLEAR ONLY AS NEEDED TO INSTALL THE EROSION CONTROL MEASURES.
SYSTEM (NPDES) STORM WATER GENERAL PERMIT. AFTER CONSTRUCTION, TEMPORARY HAUL ROADS ARE TO BE PLANTED WITH PERMANENT GRASS SEED MIX AND/OR
TREE PROTECTION FENCE TPF— CONTRACTOR SHALL CONDUCT SELF -INSPECTIONS AND SUBMIT COMPLETED SELF -INSPECTION FORMS WITHIN THE REQUIRED PERMANENT VEGETATION, AS SHOWN IN THE PLANTING PLANS. 3. INSTALL PUMP AROUND OPERATION PER SHEET D-3, IF STREAM CONTAINS FLOWING WATER.
TIME LIMIT. MAINTENANCE, INSPECTION, AND UPKEEP:
ALSO SEE SHEET EC -7 FOR SELF INSPECTION REQUIREMENTS. 4. CLEAR VEGETATION AS NEEDED TO CONSTRUCT THE CHANNEL RELOCATION AND ASSOCIATED STRUCTURES. THE
TEMPORARY DIVERSION DITCH �. al - �., RAIN GAUGE: THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES TO CONTRACTOR SHOULD PAY SPECIAL ATTENTION TO SAVE TREES THAT CAN BE USED AS LOG VANES, LOG CROSS
CONTRACTOR SHALL BE RESPONSIBLE FOR HAVING A RAIN GAUGE ON THE PROJECT SITE & FOR RECORDING DAILY RAINFALL MINIMIZE EROSION. THE CONTRACTOR SHALL MAINTAIN CLOSE CONTACT WITH THE LOCAL NCDENR EROSION CONTROL VANES, LOG SILLS, OR TRANSPLANTS. NO TREES GREATER THAN 18" DBH ARE TO BE REMOVED WITHOUT PROJECT
TEMPORARY SAFETY FENCE ---.--... AMOUNTS DURING CONSTRUCTION. INSPECTOR SO THAT PERIODIC INSPECTIONS CAN BE PERFORMED AT APPROPRIATE STAGES OF CONSTRUCTION. ENGINEER APPROVAL, UNLESS OTHERWISE NOTED ON THE DEMOLITION PLANS. STOCKPILED TREES SHALL BE USED
SITE ACCESS /EASEMENT: LATER AS ROOTWADS AND VANES. SHRUBS AND TREES LESS THAN 3" IN DIAMETER THAT ARE TO BE TRANSPLANTED
CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT ALL ACCESS LOCATIONS PER THE PLANS AND SPECIFICATIONS. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS, PRIVATE DRIVEWAYS, PRIVATE PARKING LOTS, AND SHALL BE MARKED WITH HIGHLY VISIBLE TAPE BY THE PROJECT ENGINEER. THESE SHRUBS AND TREES SHALL BE
TEMPORARY ROCK SILT DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. SAVED FOR TRANSPLANTING AND STOCKPILED. ALL SHRUBS AND TREES MARKED TO BE TRANSPLANTED SHALL BE
CHECK, TYPE B M THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY IMPROVEMENT TO THE ROAD CONDITION, GATES, AND FENCES, REQUIRED EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED CONTINUOUSLY, RELOCATED WHEN AND AS NECESSARY, REMOVED ENSURING THAT THE ROOT MASS IS INTACT
FOR ACCESS DURING CONSTRUCTION. AND SHALL BE CHECKED FOR MAINTENANCE ISSUES AFTER EVERY 1/2" RAINFALL. SEEDED AREAS SHALL BE CHECKED 5. BEGIN CONSTRUCTION OF CHANNEL AND ASSOCIATED FLOODPLAIN. THE CONTRACTOR SHALL MAINTAIN A TEMPORARY
TEMPORARY DIRT HAUL ROAD . 1. ­ ­.. I ...... � ..... LL BE WATERED, FERTILIZED, RESEEDED AND MULCHED AS NECESSARY TO OBTAIN A DENSE STAND OF
I . , . , . , . , . , . - � - . , . " . , . " . , . , . ,.,.,.-.",.,.,] WHEN WORKING WITHIN A TEMPORARY CONSTRUCTION EASEMENT, THE CONTRACTOR SHALL CONDUCT WORK SO THAT IT DOES GRASS. ROCK SILT SCREEN DOWNSTREAM OF ANY WORK IN THE LIVE STREAM, AND SHALL LIMIT CHANNEL SECTIONS TO AN
NOT DETER OR INTERFERE WITH THE DAILY USE AND PROCESS OF THE PRIVATE PROPERTY ON WHICH IT IS LOCATED. CONSTRUCTEDAREA THAT CAN BE AND STABILIZED BY THE END OF THE WORK DAY. THE EXISTING CHANNEL SHALL
I
EROSION CONTROL MEASURES DURING CONSTRUCTION STABILIZATION IS THE BEST FORM OF EROSION CONTROL. ALL DISTURBED AREAS THAT ARE NOT OTHERWISE STABILIZED REMAIN UNTIL NEW CHANNEL IS EXCAVATED.
ALL HAUL ROAD AND TEMPORARY STOCKPILE LOCATIONS ONSITE MAY BE ADJUSTED IN THE FIELD TO PROTECT EXISTING SHALL BE TOP SOILED AND SEEDED, TEMPORARILY OR PERMANENTLY IN ACCORDANCE WITH THE NORTH CAROLINA SEDIMENT
TEMPORARY CONSTRUCTION ENTRANCE rfflffifflM STRUCTURES AND TREES LARGER THAN 6" DBH. THE FINAL STAKING OF THE HAUL ROADS SHALL BE APPROVED BY THE CONTROL REGULATIONS. PERMANENT SEEDING AND GRASS ESTABLISHMENT IS REQUIRED PRIOR TO PROJECT COMPLETION 6. CONSTRUCT CHANNEL SECTIONS AND ASSOCIATED FLOODPLAIN TO A STABLE FORM BEFORE MOVING OUT OF THE WORK
PROJECT ENGINEER BEFORE CLEARING COMMENCES. AND ACCEPTANCE. AREA, AND BY THE END OF THE WORK DAY. A STABLE FORM SHALL INCLUDE, BUT is NOT LIMITED TO THE COMPLETE
. TEMPORARY SILT CHECK DAMS SHALL BE CONSTRUCTED DOWNSTREAM OF THE CONSTRUCTION AREA TO REDUCE SEDIMENT THE ANGLE FOR GRADED CUT AND FILL SLOPES SHALL BE NO GREATER THAT THE ANGLE THAT CAN BE RETAINED BY INSTALLATION OF IN STREAM STRUCTURES, TRANSPLANTS (IF SHOWN, OR FIELD MARKED BY PROJECT ENGINEER), COIR
ENTERING THE STREAM AS SHOWN ON THE EROSION CONTROL PLAN. VEGETATIVE COVER OR OTHER ADEQUATE EROSION CONTROL DEVISES OR STRUCTURES. IN ANY EVENT, SLOPES LEFT FIBER MATTING, EROSION CONTROL MATTING (WHERE SPECIFIED), AND TEMPORARY VEGETATION /SEEDING.
ROCK INLET SEDIMENT TRAP, TYPE C EXPOSED WILL, WITHIN 21 CALENDAR DAYS OF COMPLETION OF ANY PHASE OF GRADING, BE PLANTED OR OTHERWISE
a SEDIMENT TRAPS, INLET PROTECTION, TEMPORARY DIVERSIONS, CONSTRUCTION ENTRANCES, TEMPORARY ROCK SILT CHECKS PROVIDED WITH TEMPORARY OR PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO RESTRAIN EROSION. 7. CONTINUE CONSTRUCTING CHANNEL SECTIONS UNTIL THE STREAM RELOCATION AND ASSOCIATED STRUCTURE
AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 21 DAYS AFTER FINAL SITE CONSTRUCTION IS COMPLETE. CONSTRUCTION SHALL BE CONSIDERED COMPLETED WHEN TEMPORARY VEGETATION,
ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED. TRAPPED SEDIMENT AND THE DISTURBED EROSION CONTROL MATTING, LIVE STAKING, TRANSPLANTS, AND STRUCTURES ARE PROPERLY INSTALLED AND APPROVED
o*00% BY THE PROJECT ENGINEER.
� ROCK PIPE INLET SEDIMENT TRAP, - SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT
TYPE A OR B 16o�,?$ STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY FURTHER EROSION AND SEDIMENTATION.
� dQ0., AFTER INSTALLATION, 8. INSTALL PERMANENT VEGETATION ONLY IF CONSTRUCTION IS COMPLETED AND PLANTS CAN BE INSTALLED WITHIN THE
DURING CONSTRUCTION OF THE PROJECT, TEMPORARY ONSITE SOIL STOCKPILES SHALL BE STABILIZED OR PROTECTED WITH WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE PAVED SURFACE OR ROAD SURFACE SEASON SPECIFIED ON THE LANDSCAPE PLAN SHEET LP -2 . PERMANENT VEGETATION SHALL ONLY BE INSTALLED
SEDIMENT TRAPPING MEASURES. THE CONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY DURING SPECIFIED PLANTING SEASONS. IF CONSTRUCTION IS COMPLETED OUTSIDE THE SPECIFIED PLANTING SEASON,
TEMPORARY STREAM CROSSING STABILIZATION OF ALL SOIL STOCKPILES ONSITE AS WELL AS SOIL TRANSPORTED FROM THE PROJECT SITE. SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE PERMANENT VEGETATION INSTALLATION SHALL BE DELAYED UNTIL THE BEGINNING OF THE NEXT SPECIFIED PLANTING
(RIP RAP WITH PIPE) ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. SEASON.
ALL WORK PERFORMED WITHIN THE EXISTING CHANNEL SHALL MAKE USE OF PUMP AROUND OPERATIONS (SEE SHEET D-3), OR NE CONSTRUCTION ENTRANCE HAS BEEN COVERED WITH SOIL OR HAS BEEN PUSHED INTO THE SOIL
OTHER VIABLE DIVERSION METHOD AS APPROVED BY THE PROJECT ENGINEER WHEN EXCAVATION IS CONCURRENT WITH FLOWING BY CONSTRUCTION TRAFFIC, IT SHALL BE REPLACED WITH A DEPTH OF STONE EQUAL TO THAT OF THE ORIGINAL 9. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL THE NCDENR REGIONAL OFFICE
DISSIPATOR PAD Qu WATER. APPLICATION. FOR FINAL INSPECTION.
DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ADDITIONAL EROSION CONTROL MEASURES ALL DRAINAGE INLETS SHALL BE PROTECTED FROM SILTATION. INEFFECTIVE INLET PROTECTION DEVICES SHALL BE 10. IF SITE IS APPROVED, REMOVE SILT FENCE, AND SEED OUT OR STABILIZE ANY RESULTING BARE AREAS.
NOT SHOWN ON THE PLANS BUT NECESSARY TO CONTROL EXCESS SEDIMENT, IF DETERMINED TO BE NECESSARY BY THE AND THE INLET CLEANED. FLUSHING IS NOT AN ACCEPTABLE METHOD OF CLEANIII G. � ' k
I PROJECT ENGINEER. IMMEDIATELY FIXED OR REPLACED — - i4blh, ho
.
PREPARED IN THE OFFICE OF: re 07111 11111it"04f VERTICAL PROJECT'
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EROSION CONTROL — 4 : . - W%8?�_��
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REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: = MM
— I I I I =
This document together with the concepts and designs presented herein, as an instrument of service, is DRAINAGE PLANS 7: oA . I. Z WRIZWPL
. -
-1 1 15 0 30
intended only document,
the specific purpose and client for which it was prepared. Reuse of and improper and Associates, Inc. I 10� I r O
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reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc. e ........ .
shall be without liability to Kimiey-Horn and Associates, Inc. P.O. BOX 33068 — RALEIGH, NORTH CAROLINA 27636-3068 " """, - Si . % % Ls� JOB NUMBER: T NUMBER:
Copyright Kimley-Horn and Associates, Inc., 2011 1 PHONE: [phone] FAX: [phone] NC LICENSE NO. F-01021 I I 1j1#111j,jt%% 1 011335025 = EC -3

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HARDWARE CLOTH AND GRAVEL INLET PROTECTION DETAIL (6.51)
CONSTRUCTION SPECIFICATIONS
1. As synthetic fabric, use a previous sheet of nylon, polyester, or ethylene yarn -extra strength
(50 Ib/I Inch minimum) - that contains ultraviolet ray Inhibitors and stabilizers. Fabrlc should be
sufficiently porous to provide adequate drainage of the temporory sediment pool. Burlap may be
used for short-term applIcatlons. It must be replaced every 60 days.
2. Cut fabric from a continuous roll to eliminate Joints.
J. For stakes, use 5 -foot steel posts.
4. Space stakes evenly around the perimeter of the Inlet a maximum of 4 ft apart, and securely
drive them Into the ground, approximately 24 Inches deep.
5. Place a 2 foot flap of wire mesh under the gravel for anchoring.
6. Fasten fabric securely to the stakes and frame. Joints must be overlapped to the next stake.
7. The top of the frame and fabric must be well below the ground elevation downslope from
the drop Inlet to keep runoff from bypassing the Inlet. It may be necessary to build a temporary
dike on the down slope side of the structure to prevent bypass flow. Material from within the
sediment pool may be used for diking.
8. *57 washed stone shall be gold for at the contract unit price per ton
"Sediment Control Stone."
9. Hardware wire shall be paid for at the contract unit price per LF V4" hardware cloth.
MAINTENANCE
Inspect the fabric barrier after each rain and make repairs as needed.
Remove sediment from the pool area as necessary to provide adequate storage volume for the
next rain. Take care not to damage or undercut the fabric during sediment removal.
METAL POST
HARDWARE 21
3' WIRE
*57 STONE
2
l 16"
2'
STANDARDIZED METAL
POSTS Z --91N GROUND
BLOCK AND GRAVEL INLET PROTECTION (6.52)
NOTES:
I. Use block and gravel Inlet protection when Inlet Is at existing
pavement locations.
2. Use block & gravel device or acceptable alternative over grate
drain holes.
CONSTRUCTION SPECIFICATIONS
I. Lay one block on each side of the structure on Its side In
the button row to allow pool drainage. The foundation should
be excavated at least 2 Inches below the crest of the storm drain.
Place the bottom row of blocks against the edge of the
storm drain for lateral support and to avoid washouts when
overflow occurs. If needed, give lateral support to subsequent rows
by placing 2x4 wood studs through block openings.
2. Carefully fit hardware cloth or comparable wire mesh with
V2 -Inch openings over all block openings to hold gravel In place.
3. Use clean gravel,%to %2 -Inch diameter, placed 2
Inches below the top of the block on a 2:1 slope or flatter and
smooth It to an even grade. Use DOT *57 washed stone.
4. The structure shall be Inspected after each rain and repairs
made as needed.
5. Sediment shall be removed and the trap restored to Its original
dimensions when the sediment has accumulated to V2the design
depth of the trap. Removed sediment shall be deposited In a
suitable area and In such a manner that It will not erode.
6. Structures shall be removed and the area stabilized when the
remaining drainage area has been properly stabilized.
7. No. 57 stone shall be pold for at the contract unit price per
ton "Sediment Control Stone".
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
DEWATERING
r— CONCRETE BLOCK
w0p e
• . ' '� ° o � *57 WASHED STONE
o
000 ® �� 6
p° O AND LOCATION - - - --
60.0
�% o o
Q'1tbdD0d0DCC)(D-o000o p 0 °
`000a&aobeo(1CJ
2.1 SLOPE, GRAVEL FILTER
TEMPORARY SEDIMENT
POOL --,
l' MIN.
2' MAX.
SEDIMENT
[RE
WIRE SCREEN
DEWATERING
STREAM
BANK
B
►P
TUMN)RARY STREAM CROML�
NOT • SCALE
PREPARED IN THE OFFICE OF:PROJECT-
Kimley=Horn = CEDAR AVENUE
REV, No.: REVISION: DATE: DRAWN BY: CHECKED BY: EROSION CONTROL
SEAL
NOT TO SCALE DRAINAGE OUTFALL IMPROVEMENT
This document, together with the concepts and designs presented herein, as an instrument of service, is DETAILS 026480
intended only for the specific purpose and client for which it was prepared. Reuse of and improper and A
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc, 9 �, O��~ JOB NUMBER: SHEET NUMBER:
shall be without liability to Klmley-Horn and Associates, Inc. P.O. BOX 33068 - RALEIGH NORTH CAROLINA 27636-3068 �OR g,��
Copyright Kimley-Horn and Associates, Inc., 2009 PHONE-. (9 19) 677-2000 FAX. [phone] NC LIC. NO. F-0102 11111100 i7+ 0 1 1335025 EC -4

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N
N
TEMPORARY SILT FENCE DETAIL (6.62)
�+ 8' MAX.O.C.
MIDDLE AND VERTICAL WIRES
SHALL BE 12%2 GAUGE MIN.
TOP AND BOTTOM STRM
SHALL BE l0 GAUGE MIN.
GALVANIZED WIRE FILTER FABRIC
EXTENSION OF FABRIC AND
WIRE INTO TRENCH
SPECIAL SEDIMENT CONTROL FENCE
VAf
2'
%q" WIRE MES
STONE
SEDIMENT CONTROL V
r MIN
%4" WIRE
WATER—, -
FLOW 2
SEDIMENT
CONTROL STONE
IIN
STEEL POST
21 DEPTH
TEMPORARY SILT FENCE REINFORCED'
STABILIZED OUTLET DETAIL (6.62A)
STEEL POSTS ONLY PLACE POSTS
AT LOW POINTS
-�---5' M/N-- —►- EST 25 TONS
Physlcal Property
Filtering Efficiency
Tensile Strength at
20X (max.) Elongation
Slurry Flow Rate
CONSTRUCTION SPECIFICATIONS ---
MATERIALS
1. Use a synthetic filter fabric or a pervious sheet of polypropylene. nylon,
polyester, or po/yetirylene yarn, which Is certified by the manufacturer or
supplier as conforming to the requirements shaven In the table below.
Synthetic filter fabric should contain ultraviolet ray Inhibitors and stabilizers
to provide a minimum of 6 months expected usable construction life
at a temperature range of 0 to 120 of F.
2. Ensure that posts for sediment fences are 1.33 Ib/llneor ft steel with a
minimum lenghh of 4 ft. Make sure that steel posts have projections to
facilitate fastening the fabric.
J. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 12%2 gauge and a maximum mesh spacing of 6 inches.
CONSTRUCTION
I. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2. Ensure that the tiel ht of the sediment fence does not exceed 18 Inches
above the ground surface. (Higher fences may Impound volumes of water
sufficient to cause failure of the structure).
J. Construct the fllter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When Joints are necessary. securely fasten the.
filter cloth only at a support post with overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely
to the upslope side of the posts using heavy duty wire staples ofleast I
Inch long, or the wires. Extend the wire mesh support to the bottom of the
trench
5. When a wire mesh support fence Is used, space posts a maximum of
8 ft apart. Support posts should be driven securely Into the ground to a
minimum of 18 Inches on the downslope side of the trench.
6. Extra strength filter fabric with 6 -ft post spacing does
not require wire mesh support fence. Staple or wire the
filter fabric directly to posts.
lo' o.C.MAXIMUM
VARIABLE AS DIRECTED BY THE ENGINEER
s
3.
4"
' TREE PROTECTION AREA
3 DO NOT ENTER
4'
WARNING SIGN DETAIL
NOTES
Requirements
85% (min)
Standard Strength -
30 Ib/lln In (min)
Extra Strength -
50 Ib/lln In (min)
0.3 gal/sq ft/min (min)
7. Excavate a trench 17p oxlmatel 4 Inches wide and
8 Inches deep along tie proposed line of
posts and upslope from the barrier.
8. Ad Just spacing to place posts at low points along the
fence line.
9. Backfill the trench with compacted sol/ or gravel placed
over the filter fabric.
l0. Do not attach filter fabric to existing trees.
11. Fasten support wire fence to upslope side of posts,
extending 6 Inches Into the trench.
12. Attach continuous length of fabric to upslope side of
fence posts. Avolld Joints, particularly at low points In the
fence /ine.When Joints are necessary, fasten fabric securely
support posts and overlap to the next post.
13. Attach warning sign (see Tree Protection Detail) to fence
where fence Is located adjacent to and in buffer areas.
Warning sign Is Incidental to silt fence.
MAINTENANCE
Inspect sediment fences at least once a week and
after each rainfall. Make any required repairs Immediately.
Should the fabric of a sediment fence collapse, tear,
decompose or become Ineffective,replace It promptly.
Replace burlap every 60 days.
Remove sediment deposits as necessary to provide
adequate storage volume for the next rain and to reduce
pressure on the fence. Take care to avoid undermining
the fence during cleanout.
Remove all fencing materials and unstable sediment
deposits and bring the area to grade and stabilize It after
the contrlbuting drainage area has been properly stabilized.
i
0
SIDE VIEW
STEEL POST
-- ORANGE, UV RESISTANT,
HIGH -TENSILE STRENGTH,
POLY BARRICADE FABRIC (TYP/CAV
—WARNING SIGN
WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL
LETTERS TO BE X HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
SIGNS SHALL BE PLACED AT 50' MAXIMUM INTERVALS.
PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN ONE
SIGN PER PROTECTION AREA.
ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.
ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF WILMINGTON OR NCDENR,
BASED ON ACTUAL FIELD CONDITIONS.
SIGNS SHALL BE INCIDENTAL TO THE FENCE.
TREE PROTECTION DETAIL
PUBLIC
ROAD
PUBLIC
ROAD
b" CLASS A
STONE
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
CA/ kAlki
PLAN VIEW
MIN
CROs SECTION - -
CONSTRUCTION SPECIFICATIONS
/. Clear the entrance and exit area of all vegetation, roots,
and other objectionable material and properly grade It.
2. Place the stone to the specific grade and dimensions
shown on the plans, and smooth It.
J. Provide drainage to carry water to a sediment trap or
other suitable outlet.
4. Use geotextlle fabrics because they Improve stability
of the foundation In locations subject to seepage or high
water table.
5. Use 2-3" coarse aggregate base course or larger.
6. Payment shall be made at the contract unit price per ton
"Stone For Erosion Control, Class A".
MAINTENANCE
Maintain the stone pad In a condition to prevent mud or
sediment from leaving the construction site. This may
require periodic topdressing with 2 -inch stone. After each
rainfall, Inspect any structure used to trap sediment and
clean It out as necessary. Immediately remove all
objectionable materials spilled, washed, or tracked onto
public roadways.
PLYWOOD INLET PROTECTION FOR
STORY DRAIN UNDER CONSTRUCTION
>torm Drain
Installation: Avoid curves In public roads
and steep slopes. Remove all vegetation
and other objectionable material from the
foundation area. Grade and crown
foundation for positive drainage.
if the slope toward the road exceeds 2%,
construct a ridge, 6 to 8 Inches high with
3:l side slopes, across the foundation
approximately l5 feet from the entrance
to divert runoff away from the public road.
1/3 Pipe
. •, ,
Diameter
•,;
L
""
Bury Bottom of Plywood 3/4 Exterior Plywood
PLYWOOD INLET PROTECTION WILL BE CONSIDERED INCIDENTAL TO THE CONTRACT
UNIT PRICE PER LINEAR FOOT OF PIPE CULVERT INSTALLATION.
STONE FILTER INLET PROTECTION FOR
STORM DRAIN UNDER CONSTRUCTION
Steel Fence
�I
Washed Stone Fl/tern
Across Plpe Inlet
Upstream End of
—Storm Drain—
low
I/3 Pipe
Diameter
PLYWOOD INLET PROTECTION WILL BE CONSIDERED INCIDENTAL TO THE CONTRACT
UNIT PRICE PER LINEAR FOOT OF PIPE CULVERT INSTALLATION.
EROSION .CONTROL SEAL l NOT To SCALE DRAINAGE. OUTFALL IMPROVEMENT
REV. No.a REVISION: DATE: DRAWN BY: CHECKED BY: ! D E TA i � s o 026480 ■
This document, together with the concepts and designs presented herein, as an instrument of service, is �,n ssoCeates nC. 'moo e>�
intended only for the specific purpose and client for which it was prepared, Reuse of and improper ' ��% F/{!GI ���� ���\
reliance on this document without written authorization and ado tion b Kimie Horn and Associates, Inc, '� C) �`�
shallbe without liability to Kirnley-.Horn and Associates,lnc. p y y P.Oo BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068 '�i�0, R��������` ��� JOB NUMBERe SHEET NUMBER:
Copyright Kim{ey-Horn and Associates, Inc., Zoog PHONEo (9 19) 677-2000 FAXo C9 19) 677-2050 NC LIC° N0. F-0102 /����Jfl�flt��� +�%+� 0 11335025 EC -5

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PREPARED IN THE OFFICE OFoPROJECTo
■ \\� � R �
KImI HOrn - CEDAR AVENUE
EROSICJN CONTROL SEAL NOT To SCALE DRAINAGE OUTFALL IMPROVEMENT
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: 026480 e>>This document, together with the concepts and designs presented herein, as an instrument of service, Is and Associates, I nc. DETAILS LS
intended only for the specific purpose and client for which it was prepared. Reuse of and improper %�f`4cI "t'. ---
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc. P.O. BOX 33068 _ _ �, �
shall be
thout liability
ando Associates, lnc.,i200gociates, Inc. PHONE-. (9 9) 677-2000 FAX-
NORTHFAX CAROLINA
9 19A67762050068 NC LIC. No. F-0102 �'%����RO��$II �Y`;��I� JOB NUMBER: 0 ( 133502�J SHEET NUMBER: EC -6 -
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STATE OF ENGLISH STANDARD DRAWING FOR
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NORTH CAROLINA ROCK PIPE INLET SEDIMENT TRAP TYPE 'A'
DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS W
RALEIGH, N.C.
PREPARED IN THE OFFICE OFoPROJECTo
■ \\� � R �
KImI HOrn - CEDAR AVENUE
EROSICJN CONTROL SEAL NOT To SCALE DRAINAGE OUTFALL IMPROVEMENT
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: 026480 e>>This document, together with the concepts and designs presented herein, as an instrument of service, Is and Associates, I nc. DETAILS LS
intended only for the specific purpose and client for which it was prepared. Reuse of and improper %�f`4cI "t'. ---
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc. P.O. BOX 33068 _ _ �, �
shall be
thout liability
ando Associates, lnc.,i200gociates, Inc. PHONE-. (9 9) 677-2000 FAX-
NORTHFAX CAROLINA
9 19A67762050068 NC LIC. No. F-0102 �'%����RO��$II �Y`;��I� JOB NUMBER: 0 ( 133502�J SHEET NUMBER: EC -6 -
Copyright

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CONSTRUCTION SCHEDULE
CONSTRUCTION SPECIFICATIONS
J. Flog the work limits for protectlon.
2. Hold preconstructlon conference at least one week prior
to starting constructlon and Invite NCDENR. NCDENR LOS
contact number Is [phone].
J. Prior to any land disturbing (Including demolltlon) activJtles,lnsta!!
silt/tree protection fence, construction entrance, Inlet protection,
temporary diversion ditch; check dams, skimmer sediment basin, and
all other erosion control devices.
4. In accordance with NCDENR specifications grade roadway. Install
storm drain system, and place Inlet protection at all structures Place
stabilization on ditches as needed. Modify silt fence placement
around pipe Inlets and outlets as necessary
5. Complete final grading for roads and stabilize with gravel.
6. Place curb and gutter and pavement.
7. Finish grading of slopes, topsoll critical areas and permanently
vegetate, seed and mulch
8. All graded areas will be seeded fertilized and mulched
according to NCDOT specWGNions to maintain a vigorous, dense,
vegetative cover wlthrin 2l calendar days or sooner of completion
of any phase of grading: If work on the project ceases for more
than the aforementioned len�h of time, all disturbed areas shall have
temporary vegetative ground cover established and erasion control
devices malrnalned.
9. All erosion and sediment control practices will be Inspected
weekly and after rainfall events. Needed repairs will be made
Immedlately.
10. Estimated time before final stablllzatlon Is 6 months
11. Site Includes approximately 1.62 acre of permanent vegetation area.
!2 After site Is stabilized, all erosion control devices shall be
removed, restored as existing, and permanently vegetated
as described In the maintenance and vegetative plan.
MAINTENANCE
Follow the construction sequence throughout project development.
When changes In construction activltles are needed, amend the
sequence schedule In advance to maintain management control.
Notlflcatlon of Land Resources Sediment and Erosion Control
Self Inspection Program:
The Sedimentatlon Pollution Control Act was amended In 2006
to require that persons responsible for land -disturbing activities
Inspect a project after each phase of the project to make
sure that the approved erosion and sedlmentdt1on control plan Is
being followedr. detalling the documentation of these
lnspectlons took effect October !, 2010. The self Inspectlon
program Is separate from the weekly self monitoring program of
the NPDES Stormwater Permit for Construction Activltles. The
focus of the self-lnspectlon report 1s the Installation and
maintenance of erosion and sedimentation control measures
according to the approved plan. The Ins tons must be
conducted after each phase of the pro jest, and continue untll
permanent ground cover Is established
MAINTENANCE PLAN
1. The Contractor shall check all erosion and sediment
control practices for stability and operation following every
runoff producing rainfall but !n ne case less than once every
week.,�y needed repairs all! be made Immediate/y try the
Contractor to maintain al! practices as designed.
Al _per
ge
nnl raail o!!r wa aJ mit, a tai n gouge m�uste Instal ed
on site The rain gauge must be kept onsite and Inspections
Gy the Contractor must be made and logged after every half
Inch of rainfall and once a week.
2. The Contractor shall remove sediment from sediment
basin when storage capacity las been approximately 507.
filled. Gravel will be cleaned or replaced when the
sediment pool no longer drains properly.
3. The Contractor shall remove sediment from behind silt
fence when It becomes 05 feet deep at the
fence Sllt fence will be repaired as necessary
to maintain a barrier.
4. The Contractor shall fertlllze,reseed as necessary, and
mulch all seeded areas according to specifications In the
vegetative plan to maintain a vigorous, dense vegetative
cover.
5. The Contractor shall provide ground cover on exposed slopes
or other areas wlthfn 2l calendar days of completion of any
phase of grading. Permanentground cover Is to be provided for
all disturbed areas with In 2rcalendar days or sooner following
completion of construction or development
6. The City of Wilmington contact Is Dave Mayes, [phone]
LAND GRADING (6.02)
CONSTRUCTION SPECIFICATIONS
!. Construct and maintain all erosion and sedimentation control practices and
measures In accordance with the approved sedimentation control plan and
constructlon schedule.
2 Remove good topsoll from areas to be graded and filled, and preserve
It for use In flnlshJng the grading of all crJticaI areas.
J. Scarify areas to be topsolled to o minimum depth of 2 Inches before
placing topsoil.
4 Clear and grub areas to be filled to remove trees, vegetation, roots, or
other objectionable material that would affect the planned stability of the fill.
5. Ensure that fill material is free of brush rubbish, rocks, logs, stumps,
building debris, and other materials Inappropriate for constructing stable fills.
6 Place all fill In layers not to exceed 9 Inches In thickness, and compact
the layers as required to reduce erosion, slippage, settlement, or other
related problems.
7. Do not Incorporate frozen material or soft or highly compressible
materials Into fill slopes.
8. Do not place fill on a frozen foundotlon, due to possible subsidence and
Slippage.
9 Keep diversions and other water conveyance measures free of sediment
during all phases of development.
10. Handle seeps or gprings encountered during construction in accordance
with approved methods.
ll. Permanently stabilize all graded areas Immedlately after final grading Is
completed on each area In the grading plan. ,fpl temporary stablllzatlon
measures on ail graded areas when work Is fo lye Interrupted or delayed for
15 working days or longer.
12. Show topsoil stockpiles, borrow areas, and spoli areas on the plans, and
make sure they are adequately protected from eroslon. Include final
stabilization of these areas to the plan.
MAINTENANCE
Periodically check oil graded areas and the supporting erasion and
sediment on control practices, especial! after heavy rainfalls. Promptly
remove all sediment from diversion and'otherwater-dlsposol practices. If
washouts or breaks occur, repair them Immediately. Prompt
maintenance of small eroded areas before they becomesiggnificant gullles
Is an essentlal part of an effective erosion and sedlmerrtatlon control plan.
RIP RAP (6J5)
CONSTRUCTION SPECIFICATIONS
Subgrade Preparation -Prepare the subgrade for riprop and filter to the required
lines andrades shown on the plans. Compact any fill required In the subgrade
to a density app roxlmatln� that of the surrour�dingpsundJsturbecl material or overfill
mer a! Cut t I t subrade suff1c eptly eep trees, the fini other
grade of he riprop
will be at the elevation of the surrounding area. Channels should be excavated
sufflclently to allow plaoement of the rlprap In a manner such that the finished
Inside dimensions and grade of the riprop meet design speclficatlons.
Sand and gravel filter blanket - Place the filter blanket Immediately after the ground
foundation Is prepared. Forravel, spread filter stone In a uniform layer to the
specified depth Where more than one layer of filter material Is used, spread the
layers with minima/ mixing.
knthetic filter fabric - Place the cloth filter directly on the prepared foundation.
Overlap the edges by at least 12 Inches, and space anchor pins every 3 ft along
the overlap. Bury the upstream end of the cloth a minimum of 12 Inches below
ground and where necessary, bury the lower end of the cloth or overlap with the
next section as required. Take care not to damage the cloth when placing rlprap.
If damage occurs remove the riprop and repair the sheet by adding another layer
of fllter materia/ with a minlmum overlap of 12 Inches around the damaged area.
If extensive damage Is suspected, remove and replace the entire sheet.
Where large stones are used or machine placement Is difficult, a 4 -Inch layer of
fine gravel or sand may be needed to protect the filter cloth
Stone Placement - Placement of 4rr should follow Immediately after placement
of the filter. Place rlprap so tharms a dense, well -graded mass of stone with
a minimum of volds -The desired dlsbrlbution of stones througghout the mass may
be obtained by selective loading at the quarry and controlled dumping during
final placement. Place rlprap to Its fuJ! thickness In one operation. L?o not place
rlprap Gy dumping though chutes or other mlethods that cause segregation of
stone sizes. Take core hat to dislodge the underlying base or fllter when piecing
the stones.
The finished slope should be free of pockets of small stone or clusters of large
stones. Hand placing may be necessary to achieve the proper distribution of
stone sizes to produce a relatively smoothy uniform surface. The flnlshed grade
of the rlprap should blend with the surrounding area. No overfali or protrusion of
riprop should be apparent.
MAINTENANCE
Inspect channels at regular Intervals as well as after major rains, and make repairs
promptly. Give special attention to the outlet and In sect ons and other points
where concentrated flow enters Carefully check stabll/ty at road crossings and
look for Indlcotlons of ping, scour hales, or bank failures. Make repairs
ImmredlateI Maintain al vegetation ad jocent to the channel In a healthy,
vigorous condltlon to protect the area from erosion and scour during out -of -
flow. Control of weed and brush growth may be needed In some locations.
VEGETATIVE PLAN (6.11)
SEEDING SCHEDULE
Shoulders, Side Ditches, Slopes
Date Type Planfiing Rate
Aug.J5-Nov.I Tall Fescue 120 lbs✓acre
Nov.l-Mor.) Tall Fescue 120 lbs✓acre
& Abruzzl Rye 25 lbs✓ocre
Mar. l Apr. 15 Tall Fescue 120 lbs✓ocre
Apr.15 Jun. 15 Hulled Common Bermudograss 12 lbs✓acre
Jun. i5 Aug. 15 Tail Fescue 60 lbs✓acre
& Browntop Millet =_= 35 lbs✓acre
or Sorghum -Sudan Hybrids =_= 30 lbs✓acre
Slopes (3:! to 2a)
Mar.! Jun.1 Serlow Wpedeza (scarified) 50 !bs✓acre
and
(Mar.)-Apr.15) Add Tal! Fescue 60 lbs✓acre
(Mor.l-Jun.30) or Add We Lovegrass 5 lbs✓acre
(Mar.)-Jun.JO) or Add Hul ed Common Bermudagross 8 lbs✓acre
Jun. l -Sep.) Tall Fescue - 60 lbs✓acre
& Browntop Millet =_= 35 lbs✓acre
or Sorghum -Sudan Hybrids =__ 30 lbs✓acre
Sep./ -Mar.! Serlceo Lespedeza
(unhulled-unscarlfled) 70 lbs./acre
& Tail Fescue 50 lbs./acre
(Nov. )-Mar. 9 Add Abruzzi Rye 25 lbs./acre
Consult Conservation Engineer or Soll Conservation Service
for addltlonal Information concerning other alterrwtives for
vegetation of denuded areas. The above vegetation rates are
those which do well under local conditions: other seeding rate
oombinatlons are posslble.
__= Temporary. - Reseed according to optimum season for
desired permanent vegetation. Do not allow temporary cover to
grow over 12 Inches In helght before mowing, otherwise, fescue
may be shaded out.
SEEDING SPECIFICATIONS
I) After rough grading Is completed, till sell In areas to be
seeded and planted to a depth of six inches.
2) Apply agricultural lime, fertilizer, and superphosphote to
disturbed areas to be vegetated.
90 lbs. Ilmestone/1000 sq. ft. (2 tons/ocre)
35 lbs.10-10-10 fertilizer/1000 sq, ft.(1500 lbs/acre)
40 lbs. 507. superphosphate/1000 sq. ft. (1750 lbs/acre)
3) Dlsk nutrients Into sell to a depth of six Inches until
surface Is uniform and free of large dirt clods
4) Seeding permanent gross
3D lbs KY 3l tall fescue/1000 sq. ft. (130 lbs✓acre) during
February 15 trough May 15 or August 15 through
November 15.
-OR-
3D lbs KY 31 tall fescue and 2.0 lbs annual ryegrass/l000
sq. ft. during November 15 through February 15.
5) Mulch seeded area with small grain straw at 90 lbs/1000
sq. ft. l2 tons/acre). Spread uniformly. Approxlmately'/2
of ground surface should be visible to avoid blocking
sunlight to seedlings. On areas where the ground
surface equals or exceeds a 3d slope, and In the Inverts
of all drainage swales, tock mulch with asphalt emulsion
at a rate of 150 gallons emulsion per ton of straw.
6) Mulch around shubbery and trees with pine straw to depth
of 3 Inches.
7) Temporary cover
ID lbs. brown top millet/100 sq. ft. May through August 25.
-OR-
!D lbs. annual ryegross/1000 sq. ft August 25 through April.
TOPSOILING (6.04)
CONSTRUCTION SPECIFICATIONS
MATERIALS
Determine whether the quality and quantlty of available topsoll Justifies selective
handling. Ouallty topsoil has the following characteristics.-
Texture
haracteristics.Texture - loam, sandy loam, and silt loam are best; sandy clay loam, silty clay
loam, clary loam, and loamy sand are fair. Do not use heavy clay and organic
sells such as peat or muck as topsoil.
Organic matter content - (sometimes referred to as 'humlc matter") should be
greater than 157. by weight
AcldW - pH should be greater than 3.6 before Jlmlng, and filming Is required If
It Is less than 6.0.
Soluble salts - should be less than 500 ppm.
Sodium - sodium adsorption ratio should be less than /2.
The depth of material meeting the above quallflootlons should be at least 2 Inches
Sell factors such as rock frogments, slope, depth to water table, and layer
thickness affect the ease of excavation and spreading of topsoll.
Generally, the upper part of the soli, which is richest In organic matter, Is most
deslrabrer• however, material excavated from deeper layers may be worth storing
If It meets the other crlteria listed above.
Organic sells such as mucks and peals do not make good topsoll. They can be
Identlfled by their extremely light welght when dry.
STRIPPING
Strip topp��ssoll only from those areas that will be disturbed by excavation, filling,
roadbuliding, or compaction by equipment. A 4 to 6 -Inch stripping depth is common,
but depth varies depend) on the site Determine depth of sfrlpppping by taking
soil cores at severe! locatons within each area to be sirlpped. Trpsoll depth
generally varies along a gradient from hilltop to toe of the slope. Put sediment
basins, dlverslons, and other controls Into place before stripping.
STOCKPILING
Select stockpile location to avoid slopes and natural dralnageways, avoiding
traffic routes. On large sites, respreading Is easier and more economlcal when
topsoil Is stockpiled !n small piles located near areas where they will be used.
Al! stockpile areas used shall be stabilized with silt fence and seeded.
Sediment barriers - Use sediment fences or other barriers where necessary to
retain sediment.
GRASS -LINED CHANNELS (6.30)
CONSTRUCTION SPECIFICATIONS
I. Remove oll trees, brush stumps, and other ob jectlonab/e material from the
foundotlon area and dispose of properly
2. Excavate the channel and shape It to neat lines and dimensions shown on
the plans plus a 02 ft overcut around the channel perimeter to allow for bulking
during seedbed preparations and sod buildup.
J. Remove and pr rly dispose of all excess soil so that surface water may
enter the channel tee .
4. The procedure used to establish g9rass Jn the channel will depend upon the
severity of the condltlons and selection of specles Protect the channel with
mulch or a temporary liner sufficient to withstand anticipated ve/oclties during
the establishment period.
MAINTENANCE
During the estob/Isl�rrent period, check grass -lined channels after every rainfall.
After grass Is established, perlodlcolly check the channel; check !t after every
heavy rainfall event. lmmedlately make repairs. It Is particularly Important to
check the channel outlet and all road crossings for bank stability and evidence
of ppl,,��ng or scour holes Remove all slgnlflcant sediment accumulations to
malntaln the designed carrying capacity. Keep the grass In a healthy, vigorous
condltlon at al! times, since It !s the prlimary erosion protection for the channel.
Tempora seeding -Protect topsoil stockpiles temporarily seeding as soon
os p=1710, no more than 30 working days or 120 calendar days after the
formation of the stockpile.
Permanent vegetation - If stockpiles will not be used within !2 months they
must be stoblzed with permanent vegetation to control erosion and weed
growth.
SITE PREPARATION
Before spreadingtopsoll, establish erosion and sedimentation control practices
such as dlverslons, berms, dikes, waterways, and sediment basins
Grading - Malntalnrades on the areas to be topsolled according to the
approved plan and do not alter them by adding topsoil.
Uming of subsoil -Where the pH of the exlst/ng subsoil Is 6D or less, or the
sills
composed of clays, Incorporate agricultural limestone In amounts
recommended by soli t s or specified for the seeding mixture to be used.
Incorporate lime to a depth of at least 2 Inches by dlskirrg.
�Rydl lnnl gg or r l ngeJytop� detpth read %st 4 Joh, to nsurhbwndJng of
the tops�l! and subsoil. if no amendments have been Incorporated, loosen
the loll to a depth of at least 6 Inches before spreading topsoil.
SPREADING TOPSOIL
Do not s ead topsoll while It Is frozen or muddy or when subgrade Is
wet or frozen. Correct any Irregularities In the surface that result from
topsolling or other operations to prevent the formation of depressions or
water pockets.
Compact the topsoil enough to ensure 9cod contact with the underlying sell,
but avoid excessive compaction, �it
Increases runoff and inhlb is seed
ggerminatI Ught packing with aoller Is recommended wheregh-molntenance turf Is to be obllshed.
On slopes and areas that will not be mowed, the surface may be left rough
after spread! topsoll. A disk may be used to promote bonding at the Interface
between topsoland subsoil.
After to 11 application, follow procedure for seedbed preparation, taking care
to avold xcessive mixing of topsoll Into the subsoil.
PREPARED IN THE OFFICE OF: \\\\�0� 111 PROJECT:
Kimley
-Horn ..0. CEDAR AVENUE
EROSION CONTROL SEAL : , NOT To SCALE DRAINAGE OUTFALL IMPROVEMENT
REV. No.: REVISION: DATE: DRAWN BY: CHECKED BY: �1 /'� �1 DETAILS 0264$0 >`
This document, together with the concepts and designs presented herein, as an instrument of service, is and `y�o( , I ��� `� Inc.
intended only for the specific purpose and client for which it was prepared. Reuse of and improper ss�/s,
reliance on this document without written authorization and adoption b Kimle Horn and Associates, Inc. '� �� �`�
shall be without liability to Kimley-Horn and Associates, Inc. y y P.O. BOX 33068 - RALEIGH, NORTH CAROLINA 27636-3068 '%,,40 .R�B;� JOB NUMBER: SHEET NUMBER:
Copyright Kimley-Horn and Associates, Inc., 2011 PHONE: [phone] FAX: [phone] NC LIC. NO. F-0 102 ��i��111111w\\\\��` 011335025 EC -7