20131020 Ver 1_Site Plan_20130923

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RICHLAND CREEK SANITARY SEWER SHEET LIST TABLE
SHEET SHEET TITLE
NUMBER
REHABILITATION PROJECT COVER COVER
G1 GENERAL NOTES, LEGEND & SHEET INDEX MAP
G2 CONSTRUCTION SEQUENCE NOTES
1011E01181EM2 G3 OVERALL ACCESS ROUTE MAP
(Nuw � G4 ACCESS ROUTE MAP
% G5 ACCESS ROUTE MAP
G6 ACCESS ROUTE MAP
NANCY McFARLANE WAKE FOREST G7 ACCESS ROUTE MAP
PROJECT LOCATION G8 ACCESS ROUTE MAP
101
L�=J�O LJ L1 G9 ACCESS ROUTE MAP
98
G10 ACCESS ROUTE MAP
' W1 OVERALL WATERLINE RELOCATION
50 ` W2 WATERLINE RELOCATION 0 +00.00 TO 10 +00.00
MARY -ANN BALDWIN A
401 W3 WATERLINE RELOCATION 10 +00.00 TO 17 +75
` 1 RICHLAND 0 +00.00 TO 10 +00.00
RUSS STEPHENSON
� -5 � � �I 2 RICHLAND 10 +00.00 TO 20 +00.00
� 3 RICHLAND 20 +00.00 TO 30 +00.00
7o _ 4 RICHLAND 30 +00.00 TO 40 +00.00
V� n
BONNERGAYLORD 5 RICHLAND 40 +00.00 TO 50 +00.00
6 RICHLAND 50 +00.00 TO 60 +00.00
4 0 Z � 1-440 7 RICHLAND 60 +00.00 TO 70 +00.00
0
' 8 RICHLAND 70 +00.00 TO 80 +00.00
J OHN ODOM SrAe� 9 RICHLAND 80 +00.00 TO 90 +00.00
O� 10 RICHLAND 90 +00.00 TO 100 +00.00
� + 110+00.00
C A� 11 RICHLAND 100 00.00 TO 110
RANDALL STAGNER RAL IGH 64
• 12 RICHLAND 110 +00.00 TO 120 +00.00
64 13 RICHLAND 120 +00.00 TO 130 +00.00
THOMASCROWDER 14 RICHLAND 130 +00.00 TO 140 +00.00
15 RICHLAND 140 +00.00 TO 150 +15.00
16 RICHLAND 150 +15.00 TO 160 +40.00
EUGENEWEEKS 17 RICHLAND 160 +40.00 TO 170 +20.00
GpQ��P� 18 DURHAM RD COLLECTOR 170 +20.00 TO 180 +40.00
401 19 DURHAM RD COLLECTOR 180 +40.00 TO 190 +40.00
20 DURHAM RD COLLECTOR 190 +40.00 TO 199 +00.00
Public 20A DURHAM RD COLLECTOR 199 +00.00 TO 203 +58.7
W Distribution Extension VICINITY 1 M /` f1 P 20B DURHAM RD CONNECTIONS
City f Raleigh consents t connection n t and extension of the 20C DURHAM SEWER EXTENSION
City' public water system as, shown on this plan.. The material and NOT TO SCALE 21 CRENSHAW 0 +00.00 TO 10 +00.00
Construction methods used for this t small conform
standards and specifications of the City's Public Utilities Handbook. 22 CRENSHAW 10 +00.00 TO 20 +00.00
23 CRENSHAW 20 +00.00 TO 30 +00.00
City of Ra
Public Utilities t P its 24 CRENSHAW 30 +00.00 TO 40 +00.00
25 CRENSHAW 40 +00.00 TO END
Authciatn to Construct , -
26 CIMARRON 0 +00 TO 10 +00.00
Date 27 CIMARRON 10 +00.00 TO 20 +00.00
28 CIMARRON 20 +00.00 TO 30 +00.00
REFERENCE SHEETS W1, W2, W3, 49 AND 50. 29 CIMARRON 30 +00.00 TO END
30 UPPER RICHLAND CREEK 0 +0.00 TO 10 +00.00
APPROVAL OF CONSTRUCTION / 31 UPPER RICHLAND CREEK 10 +00.00 TO END
32 SANITARY SEWER DETAILS
33 SANITARY SEWER DETAILS
THE MATERIAL AND CONSTRUCTION METHODS USED FOR THIS PROJECT SHALL ® ® ® ® 34 SANITARY SEWER DETAILS
CONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE CITY'S PUBLIC view
/ ® ® ® ® 35 SANITARY SEWER DETAILS
UTILITIES HANDBOOK. ® ® ® ® ® 36 SANITARY SEWER DETAILS
/ ® 37 SANITARY SEWER DETAILS
CITY OF RALEIGH / ® ® ® ® ® ® 38 SUMMARY TABLE FOR SEWER BYPASS
PUBLIC U TLI I TI E S DEPARTMENT PERMIT
39 EROSION CONTROL NOTES
40 EROSION CONTROL DETAILS
AUTHORIZATION TO CONSTRUCT ® ® ® ® ®
41 EROSION CONTROL DETAILS
DATE 42 EROSION CONTROL DETAILS
-------------------------------------------------
��II 43 STREAM CROSSING DETAILS
720 CORPORATE CENTER DRIVE I 44 STORM DRAINAGE DETAILS
RALEIGH, NC 27607
WK(919) 782 -0495 45 TRAFFIC CONTROL DETAILS
r DICKSON Office Locations: North Carolina 46 TRAFFIC CONTROL DETAILS
South Carolina 47 TRAFFIC CONTROL DETAILS
community infrastructure consultants Georgia
NC LICENSE N0. F -0374 PERRY E • JAMES, III 48 TRAFFIC CONTROL DETAILS
49 WATER DETAILS
(�`� 50 WATER DETAILS

11;
11;
11;
A I
B
PROJECT DESCRIPTION
UTILITIES:
THE CITY OF RALEIGH INTENDS TO REPLACE THE RICHLAND CREEK INTERCEPTOR AND REPLACE AND/ OR PARALLEL SEVERAL OF ITS TRIBUTARY
CONTRACTOR SHALL CONTACT NC ONE -CALL AT 1- 800 - 632 -4949 FOR UTILITY LOCATIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL ALSO
COLLECTOR SEWERS TO ALLEVIATE PEAK WET WEATHER FLOWS AND TO MEET THE PROJECTED WASTEWATER CONVEYANCE NEEDS OF THE
NOTIFY THE CITY OF RALEIGH UTILITY COORDINATOR OF IMPENDING WORK.
WAKE FOREST SERVICE AREA THROUGH THE YEAR 2035.
CONTR(
GENERAL NOTE:
THE ENGINEER HAS MADE ALL POSSIBLE ATTEMPTS TO LOCATE EXISTING UTILITIES. THE LOCATION AND ELEVATION OF EXISTING UTILITIES AS
6d NAIL
SHOWN ON PLAN AND PROFILE ARE APPROXIMATE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD - VERIFY, BY METHOD OF NON - DESTRUCTIVE
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF RALEIGH PUBLIC UTILITIES STANDARDS AND SPECIFICATIONS.
EXCAVATION, THE HORIZONTAL AND VERTICAL LOCATION OF ALL EXISTING UTILITIES (SHOWN OR NOT SHOWN) WHICH LIE WITHIN OR ADJACENT TO
NC 98 BY�P GS HvV`(
EXCAVATION OF BORE PIT AND PIPE TRENCH PRIOR TO CONSTRUCTION. CONTRACTOR SHALL IMMEDIATELY REPORT FINDINGS TO PROJECT
MANHOLE SYMBOLOGY IN PROFILE VIEW IS SHOWN AS A STANDARD CONE. ALL CALLOUTS FOR MANHOLE STRUCTURES SUPERSEDE MANHOLE
COORDINATOR SO UTILITY CONFLICTS, IF ANY, CAN BE CONFIRMED AND APPROPRIATE ADJUSTMENTS MADE. CONTRACTOR SHALL PERFORM UTILITY
SYMBOLOGY.
EXCAVATION EARLY IN PROJECT (FOLLOWING NTP) IN THE EVENT UTILITY RELOCATIONS ARE REQUIRED (MINIMUM 60 DAYS PRIOR TO CONSTRUCTION
2134364.86
IN THAT AREA). ANY DAMAGE TO UTILITIES INCURRED DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
ALL SEWER MAINS WITHIN PUBLIC EASEMENTS SHALL BE OWNED, OPERATED & MAINTAINED BY THE CITY OF RALEIGH PUBLIC UTILITIES.
REPAIRED AT THE CONTRACTOR'S EXPENSE.
CONNECTIONS TO EXISTING SERVICES, INCLUDING CLEANOUTS, SHALL BE INSTALLED IN ACCORDANCE WITH THE MOST CURRENT NC PLUMBING
807069.61
CODE AND LOCAL PLUMBING CODE.
BEFORE BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL CONTACT EACH OF THE UTILITY OWNERS IN THE AREA OF CONSTRUCTION RELATIVE
6d NAIL
TO THEIR UTILITY LOCATIONS. THE CONTRACTOR SHALL PROTECT ALL UTILITIES FROM DAMAGE CAUSED BY THE OPERATIONS OF OTHERS
CONTRACTOR WILL BE RESPONSIBLE FOR DIVERTING FLOW TO NEW SEWERS FROM THE EXISTING SEWER.
PERFORMING THE ABOVE WORK. NECESSARY ADJUSTMENT OR RELOCATION OF EXISTING UTILITIES, EXCEPT FOR CONTRACT ITEMS, WILL BE
2139582.04
PERFORMED BY OTHERS. THE CONTRACTOR SHALL COORDINATE HIS WORK WITH OTHERS IN ORDER TO PROVIDE SATISFACTORY PROGRESS OF THE
SEWERS SHALL BE ABANDONED IN ACCORDANCE WITH CORPUD'S PUBLIC UTILITY HANDBOOK PAGE 157 -158, UNLESS OTHERWISE SHOWN ON
PROJECT.
DRAWINGS.
805949.22
2139956.91
CENTURY LINK PSNC ENERGY
EROSION CONTROL:
DARREL CLEMANS - 1.919.554.5270 NCDOT - DIVISION OF HIGHWAYS NAKIMA BOGAN
20024
[e-mail] DIVISION 5, DISTRICT 1, WAKE COUNTY 1.919.367.2720 (OFFICE)
3 CONTRACTOR SHALL BE REQUIRED TO MAINTAIN EROSION CONTROL DEVICES AND TO PREVENT SEDIMENTATION DAMAGE TO ALL ADJACENT
T.R. ELMORE, DISTRICT ENGINEER 1.919.367.2737 (FAX)
PROPERTIES AND STREAMS IN ACCORDANCE WITH THE EROSION CONTROL PLANS AND THE CURRENT NORTH CAROLINA EROSION AND
CITY OF RALEIGH PUBLIC 4009 DISTRICT DRIVE 1.919.819.4810 (MOBILE)
SEDIMENTATION MANUAL. STANDING WATER WITHIN THE PROJECT LIMITS SHOULD BE PREVENTED. ALL DISTURBED AREAS SHALL BE STABILIZED
UTILITIES LOCATION RALEIGH, NC 27607 NBOGAN @SCANA.COM
AND SEEDED AND MULCHED IN ACCORDANCE WITH GROUNDCOVER STATUTES.
DAVID WOODLIEF - 1.919.795.1556 1.919.733.3213 (OFFICE)
6d NAIL
1.919.715.5778 (FAX) TIME WARNER CABLE
ANY GRADING BEYOND THE LIMITS OF DISTURBANCE SHOWN ON THE PLAN IS A VIOLATION OF THE NORTH CAROLINA SEDIMENTATION CONTROL
DAMAGE PREVENTION AT &T NC &SC HERBERT BOYD
ACT AND IS SUBJECT TO A FINE.
WILLIAM GRINER OR BRIAN GROOME NCDOT TRAFFIC CONTROL SERVICES HERBERT.BOYD @TWCABLE.COM
6d NAIL
11200 CARMEL COMMONS BLVD. AL GRANDY
REFER TO SHEET 39 FOR EROSION CONTROL SEQUENCING, SEEDING SCHEDULING, MULCHING RATES & FERTILIZING RATES.
CHARLOTTE, NC 28226 1.919.220.4600 TOWN OF WAKE FOREST
2139343.32
1.704.542.3546 ERIC KERAVUORI
UNIQUE IDENTIFIERS FOR CROSSINGS ARE PROVIDED AT ALL STREAM AND DITCH CROSSINGS. REFER TO TABLE ON SHEET 43 FOR SPECIFIC
PROGRESS ENERGY CAROLINAS 301 S. BROOKS STREET
REQUIREMENTS.
LEVEL 3 COMMUNICATIONS BRUCE PAIT WAKE FOREST, NC 27587 -2901
2139153.93
ARNOLD COLLINS 1408 MECHANICAL BLVD. 1.919.435.9441
TRAFFIC CONTROL GENERAL NOTES:
5301 DEPARTURE DRIVE GARNER, NC 27529
2-
1
629
CONTROL
POINT
IN
N
W
W
co
L
/vA
5?-�u
Nye
CONTROL
TEMPORARY ROCK SILT CHECK,
TYPE B (CHECK DAM)
TEMPORARY SEDIMENT TRAP OUTLET
WITH A SEDIMENT STORAGE AREA
TEMPORARY ROCK SEDIMENT DAM, TYPE A
TEMPORARY ROCK SEDIMENT DAM. TYPE B
ROCK PIPE INLET SEDIMENT TRAP
ROCK INLET SEDIMENT TRAP (INLET PROTECTION)
TEMPORARY SILT FENCE
STRAW WATTLE
TEMPORARY CONSTRUCTION ENTRANCE
A
THEREFORE DIP - DUCTILE IRON PIPE UNRECORDED RIGHT-OF-WAYS. OF WAYS. SHOWN
RESTRICTIONS OF ROE ORD. OR OTHER
ER LL
12. DATE OF FIELD SURVEY: APRIL 2011 TO SEPTEMBER 2013 1 00
11 F-LJN
13. WK DICKSON PROJECT # 20110061A SHEET INDEX MAP
14. WK DICKSON FILE NAME: PH1AREA TOPO.DWG I NTS
B I
IN
HORIZONTAL DATUM IS NC GRID NAD1983/2001
PROJECT CONTROL POINT IS:
NC GEODETIC MONUMENT "WINDUR 1978"
NC GRID COORDINATES AND GROUND COORDINATES
N 812023.69
E 2143653.02
COMBINED FACTOR 0.99994028
ELEVATION 379.21 (NAVD 1988)
CONTROL POINT TABLE
COMBINED
CONTROL
20029
�
POINT
CONTROL
20005
POINT N
CONTR(
2143279.02
POINT
6d NAIL
ORk
CR
806757.30
NC 98 BY�P GS HvV`(
CHAPLA
Nye
CONTROL
TEMPORARY ROCK SILT CHECK,
TYPE B (CHECK DAM)
TEMPORARY SEDIMENT TRAP OUTLET
WITH A SEDIMENT STORAGE AREA
TEMPORARY ROCK SEDIMENT DAM, TYPE A
TEMPORARY ROCK SEDIMENT DAM. TYPE B
ROCK PIPE INLET SEDIMENT TRAP
ROCK INLET SEDIMENT TRAP (INLET PROTECTION)
TEMPORARY SILT FENCE
STRAW WATTLE
TEMPORARY CONSTRUCTION ENTRANCE
A
THEREFORE DIP - DUCTILE IRON PIPE UNRECORDED RIGHT-OF-WAYS. OF WAYS. SHOWN
RESTRICTIONS OF ROE ORD. OR OTHER
ER LL
12. DATE OF FIELD SURVEY: APRIL 2011 TO SEPTEMBER 2013 1 00
11 F-LJN
13. WK DICKSON PROJECT # 20110061A SHEET INDEX MAP
14. WK DICKSON FILE NAME: PH1AREA TOPO.DWG I NTS
B I
IN
HORIZONTAL DATUM IS NC GRID NAD1983/2001
PROJECT CONTROL POINT IS:
NC GEODETIC MONUMENT "WINDUR 1978"
NC GRID COORDINATES AND GROUND COORDINATES
N 812023.69
E 2143653.02
COMBINED FACTOR 0.99994028
ELEVATION 379.21 (NAVD 1988)
CONTROL POINT TABLE
COMBINED
POINT
NORTH
EAST
ELEVATION
DESCRIPTION
FACTOR
629
811326.42
2143279.02
351.13
6d NAIL
20000
806757.30
2134370.03
294.42
6d NAIL
20001
806631.03
2134364.86
295.32
PK NAIL
CL
20004
807069.61
2139418.50
285.06
6d NAIL
20005
807004.15
2139582.04
285.58
6d NAIL
=
20023
805949.22
2139956.91
291.74
6d NAIL
I-
20024
805837.56
2139997.19
293.64
6d NAIL
20029
808330.85
2138812.32
237.49
6d NAIL
20030
808624.59
2138921.59
238.93
6d NAIL
O O
20034
809615.48
2139343.32
261.90
6d NAIL
Z
20035
810026.63
2139153.93
245.92
6d NAIL
~
20037
810650.51
2139631.34
248.28
6d NAIL
t t
o cu cu
20038
810920.43
2139917.23
257.35
6d NAIL
iii CC
20041
806927.85
2137195.34
232.67
6d NAIL
U
20042
806692.48
2136892.25
234.62
6d NAIL
o
20045
805439.83
2135763.22
226.26
6d NAIL
20046
805153.99
2135497.02
235.39
6d NAIL
Fr
20049
804078.07
2134776.43
221.98
6d NAIL
20050
803602.57
2134588.24
239.52
6d NAIL
20053
802713.76
2133705.37
216.60
6d NAIL
20054
802356.38
2133557.69
217.61
6d NAIL
20066
808361.77
2134928.17
280.20
6d NAIL
20067
808652.11
2134898.51
277.95
6d NAIL
LU
20075
799455.49
2132432.10
205.38
6d NAIL
20077
799378.50
2132292.61
207.02
6d NAIL
Y
20013
820763.90
2146059.94
292.89
6d NAIL
20014
821508.84
2146157.54
296.48
6d NAIL
:E
20015
821738.68
2146231.16
298.31
6d NAIL
37007
820273.30
2145976.95
290.72
6d NAIL
30079
812023.69
2143653.02
379.21
NCGS MON WINDUR
0.99994028
C
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT COVER.dwg - # # ## - September 4, 2013 - Victoria Robb
1
PROFESSIONAL SEAL
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PROD. DATE: 15 Project Date
Q. C.: 16 QC
Q.C. DATE: 17 QC Date
DRAWING NUMBER:
G1
PROJ. NO.:
20110061

11;
11;
11;
11;
3
2
1
0
GENERAL CONSTRUCTION SEQUENCE NOTE:
1. THE CONSTRUCTION SEQUENCE NOTES LISTED ON THIS SHEET ARE ONLY A SUGGESTED
SEQUENCE. CONTRACTOR SHALL REVIEW SUGGESTED CONSTRUCTION SEQUENCE NOTES, ANY
ALTERNATIVE OPTIONS, AND THEN SUBMIT A WORK SEQUENCE PLAN (WHICH SHOULD INCLUDE A
DETAILED BYPASS PUMPING PLAN) FOR APPROVAL TO OWNER PRIOR TO CONSTRUCTION.
SPECIAL PROVISIONS - PASCHAL GOLF CLUB:
1. THE CONTRACTOR SHALL NOTIFY PASCHAL GOLF CLUB, 555 STADIUM DRIVE, WAKE FOREST, NC,
919 - 556 -5861, AT LEAST 30 DAYS PRIOR TO BEGINNING ANY CONSTRUCTION RELATED ACTIVITIES
ON GOLF COURSE PROPERTY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION
WITH THE GREENS SUPERINTENDENT FOR LOCATING AND ISOLATING IRRIGATION LOOPS TO THE
TEE BOXES AND GREENS AND FLAGGING /LOCATING SPRINKLER HEADS. THE CONTRACTOR SHALL
ALSO BE RESPONSIBLE FOR ANY DISCOVERY EXCAVATIONS NECESSARY TO LOCATE THESE MAINS.
THE COST OF THESE DISCOVERY EXCAVATIONS WILL NOT BE MEASURED FOR PAYMENT AND ARE
CONSIDERED INCIDENTAL TO THE CONSTRUCTION AND SHOULD BE INCLUDED IN THE UNIT PRICE
FOR GRAVITY SEWER INSTALLATION. ANY DAMAGES TO IRRIGATION FACILITIES RELATED TO THE
SANITARY SEWER CONSTRUCTION SHALL BE REPAIRED TO THE SATISFACTION OF THE PASCHAL
GOLF COURSE AT NO EXPENSE TO THE GOLF CLUB OR THE CITY OF RALEIGH.
2. ALL SANITARY SEWER CONSTRUCTION, INCLUDING RESTORATION, SHALL BE PERFORMED
BETWEEN 1 JANUARY AND 28 FEBRUARY TO COINCIDE WITH MINIMAL USE OF THE PASCAL GOLF
COURSE.
3. THE CONTRACTOR SHALL CONFINE CONSTRUCTION ACTIVITIES TO THE "LIMITS OF DISTURBANCE"
AS SHOWN ON THE CONTRACT DRAWINGS, EXCEPT IF NECESSARY FOR IRRIGATION LINE
ISOLATION AS APPROVED BY THE PASCHALL GREENS SUPERINTENDENT. ANY DAMAGE TO
GREENS, FAIRWAYS, CART PATHS, IRRIGATION LINES OR SPRINKLER HEADS CAUSED BY
CONSTRUCTION OUTSIDE THESE DESIGNATED LIMITS SHALL BE THE SOLE RESPONSIBILITY OF THE
CONTRACTOR AND SHALL BE REPAIRED AND RESTORED COMPLETELY AND TO THE SATISFACTION
OF PASCHAL GOLF CLUB AT NO EXPENSE TO THE GOLF CLUB OR THE CITY OF RALEIGH.
4. STORAGE OF MATERIALS AND EQUIPMENT AND /OR STAGING SHALL BE CONFINED TO THE
CONSTRUCTION LIMITS OR THOSE OFF -SITE AREAS SPECIFICALLY DESIGNATED FOR
STORAGE /STAGING. UNDER NO CIRCUMSTANCES WILL THE STORAGE OF EQUIPMENT OR
MATERIALS BE ALLOWED ON ANY PART OF THE GOLF COURSE OUTSIDE THESE AREAS.
5. THE CONTRACTOR SHALL PROTECT TEE BOXES AND GREENS WITH SUITABLE PROTECTIVE
MATTING OR BARRIERS TO PREVENT SCARRING, TEARING OR OTHER INCIDENTAL DAMAGE FROM
CONSTRUCTION. NO SEPARATE PAY ITEM SHALL BE MADE FOR THE MATTING. CONTRACTOR
SHALL ALSO INSTALL TEMPORARY BARRICADE FENCE CONTINUOUS TO THE BOUNDARY OF THE
WORK AREA.
6. THE CONTRACTOR SHALL RESTORE DAMAGED TEE BOXES, FAIRWAY & CART PATH TO ORIGINAL
OR BETTER CONDITIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FINAL GRADE
PREPARATION, STABILIZATION AND TEMPORARY SEEDING /SODDING OF ALL FAIRWAYS, GREENS
AND TEE BOXES DISTURBED BY CONSTRUCTION. UPON COMPLETION OF CONSTRUCTION, THE
CONTRACTOR SHALL COORDINATE WITH THE GOLF CLUB TO ESTABLISH A SATISFACTORY TIME
FRAME FOR STABILIZATION TO OCCUR FROM THE ACCEPTANCE OF SEED BED OR SOD BED. THE
GOLF CLUB WILL BE RESPONSIBLE FOR FINAL RESTORATION OF THE FAIRWAYS, GREENS AND TEE
BOXES.
PHASING CONSIDERATIONS FOR CONSTRUCTION SEQUENCE:
1. THE PROJECT CAN BE CONVENIENTLY SEPARATED INTO SIX DISTINCT PHASES OR PORTIONS
INCLUDING:
A. RICHLAND CREEK INTERCEPTOR (UPSIZE IN GENERALLY THE SAME HORIZONTAL ALIGNMENT)
FROM NEW FALLS OF NEUSE ROAD TO DURHAM ROAD (APPROXIMATE STATION 167 +21). THIS
PHASE IS INCLUSIVE OF THE DOWNSTREAM PORTION BETWEEN THE METERING STATION AND
NEW FALLS OF NEUSE ROAD, AND THE UPSTREAM PORTION BETWEEN THE METERING STATION
AND DURHAM ROAD.
B. CRENSHAW SEWER (UPSIZE IN GENERALLY THE SAME HORIZONTAL ALIGNMENT)
C.CIMARRON SEWER (COMBINATION OF UPSIZE IN GENERALLY THE SAME ALIGNMENT AND
PARALLEL)
D. DURHAM ROAD SEWER (COMBINATION OF PARALLEL AND UPSIZE IN THE SAME ALIGNMENT)
E. DURHAM ROAD WATER RELOCATION (12 -INCH WATER MAIN RELOCATION ASSOCIATED WITH
DURHAM ROAD SANITARY SEWER IMPROVEMENTS)
F. UPPER RICHLAND CREEK (PARALLEL)
2. THE CONTRACTOR SHALL SEQUENCE WORK AND COORDINATE CONSTRUCTION CREWS BASED ON
THE FOLLOWING PROVISIONS AND CONSIDERATIONS:
A. BOTH CRENSHAW AND CIMMARRON CONNECT TO THE PORTION OF RICHLAND CREEK
INTERCEPTOR WHERE ITS DEPTH WILL BE INCREASED. SHOULD CONTRACTOR OPT TO
ALLOCATE MULTIPLE CREWS TO THE VARIOUS PHASES OF THE PROJECT, THE FIRST SECTION OF
SEWER ON THE CRENSHAW SEWER FROM EXISTING MANHOLE F010803 TO F010802 SHOULD BE
REPLACED AFTER RICHLAND CREEK INTERCEPTOR IS COMPLETED TO EXISTING MANHOLE
F010803. LIKEWISE, THE CONTRACTOR SHOULD REPLACE THE FIRST SECTION OF SEWER ON
THE CIMMARRON SEWER FROM EXISTING MANHOLE A000632 TO A000631 AFTER RICHLAND
CREEK INTERCEPTOR IS COMPLETED TO EXISTING MANHOLE A000632.
B. DURHAM ROAD SEWER IS INTERCEPTED BY THE RICHLAND CREEK INTERCEPTOR UPSTREAM OF
THE PORTION THAT IS TO BE UPSIZED. THEREFORE, IT IS INDEPENDENT OF ANY OTHER SEWER
REPLACEMENT. HOWEVER, THE CONTRACTOR SHALL ADHERE TO THIS REQUIREMENT WHEN
SCHEDULING AND CONSTRUCTING THE DURHAM ROAD SEWER AND WATER.
• THE NEW CHECK VALVE AND BLEED VALVE VAULT FOR THE 605 PZ TO 523 PZ SHALL BE
INSTALLED AND OPERATIONAL BEFORE INITIATING WORK UPSTREAM OF SSMH 81. THE NEW
12 -INCH WATER LINE ALONG WITH ALL RECONNECTED METERED SERVICES AND ASSOCIATED
ALTERATIONS SHALL BE OPERATIONAL AND THE EXISTING 6 -INCH AND 12 -INCH WATER MAINS
ABANDONED BEFORE ANY SEWER WORK CAN BEGIN UPSTREAM OF MH 84 OR MH 85.
GENERAL SEWER LINE CONSTRUCTION SEQUENCE:
1. CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES IN ACCORDANCE WITH THE EROSION
AND SEDIMENTATION CONTROL SEQUENCE AND CLEAR AND GRUB AS REQUIRED IN ADVANCE OF
SEWER INSTALLATION.
2. CONTRACTOR SHALL INSTALL AND MAINTAIN ALL TRAFFIC CONTROL AND OTHER TEMPORARY
FACILITIES FOR SAFE AND PROTECTED WORK AREA.
3. CONTRACTOR SHALL LOCATE ALL EXISTING UTILITIES IN ADVANCE OF THE TRENCHING FOR THE
SEWER.
4. CONTRACTOR SHALL LOCATE ALL EXISTING SEWER SERVICES THAT WILL BE IMPACTED BY THE
SEWER MAIN REPLACEMENT.
5. CONTRACTOR SHALL INSTALL AND TEST BYPASS PUMPING AND PIPING PRIOR TO INITIATING
SEWER REPLACEMENT.
6. BYPASS PUMPING AND PIPING SHALL BE CONSISTENT WITH CONTRACTOR'S APPROVED BYPASS
PUMPING PLAN AND PROVIDE MEASURES TO PROVIDE CONTINUOUS SERVICE TO IMPACTED
AREAS. CONTRACTOR SHALL USE BYPASS PUMPING TO DIVERT FLOW AROUND WORK AREAS.
ALTERNATIVELY, THE CONTRACTOR WILL BE PERMITTED TO EMPLOY ACCEPTABLE METHODS AND
MEANS TO CONNECT THE EXISTING SYSTEM TO NEW SYSTEM DURING NON -WORK HOURS
PROVIDED CONNECTION IS WATER- TIGHT. CONTRACTOR'S METHODS AND SEQUENCE SHALL
SECURE AN INSTALLATION THAT IS VOID OF SANITARY SEWER OVERFLOWS, SURCHARGING AND
FACILITATES TESTING OF THE NEW SEWER AND MANHOLES.
7. CONTRACTOR SHALL RECONNECT EXISTING LATERALS TO THE NEW LATERAL IMMEDIATELY AFTER
ACCEPTABLE TESTING OF THE SUBJECT SEWER MAIN AND MANHOLES.
8. WHERE EXISTING SPURS OR CROSS LINES ARE ENCOUNTERED AND TO THE EXTENT PRACTICAL,
CONTRACTOR SHALL HAVE IMMEDIATE DOWNSTREAM SECTION OF THE OUTFALL TESTED AND
OPERATIONAL SO FLOW CAN BE DIVERTED OR BYPASSED FROM THE EXISTING SPUR LINE.
9. UPON SUCCESSFUL TESTING OF THE NEW SEWERS AND MANHOLES AND PRIOR TO BYPASS
PUMPING AND PIPING REMOVAL AND OR RELOCATION, CONTRACTOR SHALL CONDUCT
POST - CONSTRUCTION TELEVISION INSPECTION TO DOCUMENT PIPE LINE INSTALLATION.
10. CONTRACTOR SHALL REMOVE BYPASS PUMPING AND PIPING AND COMPLETE RESTORATION.
GENERAL PARALLEL SEWER LINE CONSTRUCTION SEQUENCE:
1. CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES IN ACCORDANCE WITH THE EROSION
AND SEDIMENTATION CONTROL SEQUENCE AND CLEAR AND GRUB AS REQUIRED IN ADVANCE OF
SEWER INSTALLATION.
2. CONTRACTOR SHALL INSTALL AND MAINTAIN ALL TRAFFIC CONTROL AND OTHER TEMPORARY
FACILITIES FOR SAFE AND PROTECTED WORK AREA.
3. CONTRACTOR SHALL LOCATE ALL EXISTING UTILITIES IN ADVANCE OF THE TRENCHING FOR THE
SEWER.
0
4. CONTRACTOR SHALL LOCATE ALL EXISTING SEWER SERVICES THAT WILL BE IMPACTED BY THE
SEWER MAIN REPLACEMENT.
5. CONTRACTOR SHALL INSTALL AND TEST BYPASS PUMPING AND PIPING PRIOR TO INITIATING
SEWER TIE INTO OR CORE TO THE RECEIVING MANHOLE AND SEWER. BYPASS PUMPING AND
PIPING SHALL BE CONSISTENT WITH CONTRACTOR'S APPROVED BYPASS PUMPING PLAN.
6. FOLLOWING ACCEPTABLE TIE IN TO THE RECEIVING MANHOLE, CONTRACTOR SHALL PLUG NEW
INLET WITH PNEUMATIC TYPE PLUG OR APPROVED EQUAL.
7. CONTRACTOR SHALL INSTALL PARALLEL SEWER FROM DOWNSTREAM TO UPSTREAM AND TEST IN
ACCORDANCE WITH SEWER SPECIFICATIONS.
8. CONTRACTOR SHALL INSTALL AND TEST BYPASS PUMPING AND PIPING PRIOR TO TERMINATING
THE SEWER INTO THE UPSTREAM CONNECTION MANHOLE. BYPASS PUMPING AND PIPING SHALL
BE CONSISTENT WITH CONTRACTOR'S APPROVED BYPASS PUMPING PLAN. FOLLOWING
ACCEPTABLE TIE IN TO THE UPSTREAM CONNECTION MANHOLE, CONTRACTOR SHALL PLUG NEW
OUTLET WITH PNEUMATIC TYPE PLUG OR APPROVE EQUAL AND CONCLUDE PIPE AND MANHOLE
TESTING AND POST - CONSTRUCTION CLOSED CIRCUIT TELEVISION INSPECTION.
9. CONTRACTOR SHALL REMOVE PLUGS AND DIVERT FLOW AND COMPLETE RESTORATION.
GENERAL WORK SEQUENCE FOR WATER MAIN CONSTRUCTION:
1. INSTALL AND CONTINUOUSLY MAINTAIN EROSION AND SEDIMENTATION CONTROL DEVICES.
2. CONTRACTOR SHALL INSTALL AND MAINTAIN ALL TRAFFIC CONTROL AND OTHER TEMPORARY
FACILITIES FOR SAFE AND PROTECTED WORK AREA. FOR THE WATER MAIN INSTALLATION IN
DURHAM ROAD, CONTRACTOR SHALL BE REQUIRED TO REMOVE ONLY THAT PORTION OF ASPHALT
IN ROAD BY MILLING WITH ZIPPER TYPE EQUIPMENT THAT CAN THEN BE EITHER PERMANENTLY
PATCHED OF SAFELY PLATED AT THE END OF THE WORKING DAY.
3. CONTRACTOR SHALL LOCATE ALL EXISTING UTILITIES IN ADVANCE OF THE TRENCHING FOR THE
WATER MAIN. CONTRACTOR SHALL PERFORM SUFFICIENT INVESTIGATIONS TO CONFIRM THAT
"OLD" 2 -INCH MAIN ON NORTH SIDE OF DURHAM ROAD IS INDEED ABANDONED (REFERENCE INSET 1
OF SHEET W1) AND NOT ACTIVE WITH ANY SERVICES. SHOULD THE MAIN BE DETERMINED TO BE
ACTIVE AND ALSO HAVE ACTIVE SERVICES CONNECTED TO IT, THE SERVICES SHOULD BE
RECONNECTED TO THE EXISTING 6 -INCH MAIN ON THE OPPOSITE SIDE PRIOR TO ANY
CONSTRUCTION OF THE NEW 12 -INCH BEING INITIATED. ADDITIONALLY IN SUCH A SCENARIO, THE
2 -INCH MAIN SHOULD BE ISOLATED AND SEVERED (KILLED OUT BY V -1 AS SHOWN IN INSET 1 of
SHEET W1) FROM THE EXISTING SYSTEM AFTER THE SERVICES HAVE BEEN SWITCHED OVER TO
THE 6 -INCH MAIN. THE RECONNECTION OF THE SERVICES AND 2 -INCH MAIN KILL OUT SHOULD BE
PAID BASED ON UNIT PRICES. OTHERWISE, NO ADDITIONAL PAYMENT WILL BE MADE AS
INVESTIGATION AND ANY DISCOVERY EXCAVATION SHALL BE A SUBSIDIARY OBLIGATION OF THE
WATER MAIN INSTALLATION.
4. CONTRACTOR SHALL COMPLETE THE CHECK VALVE AND BLEED VALVE VAULT ADJACENT TO
WINGATE STREET AND HAVE OPERATIONAL BEFORE ANY SEWER INSTALLATION CAN BE INITIATED
UPSTREAM OF PROPOSED SANITARY SEWER MANHOLE 81. THE CHECK VALVE AND BLEED VALVE
VAULT SHALL BE PERFORMED WITHOUT INTERRUPTING SERVICE TO EXISTING SYSTEM BY
CONNECTING TO EXISTING 12 -INCH MAIN ON EITHER END VIA 12 -INCH BY 12 -INCH TAPPING SLEEVE
AND VALVE. FOLLOW ITEMS 6 THROUGH TO 9 FOR SEQUENCE OF WATER MAIN WORK FOR CHECK
VALVE AND BLEED VALVE VAULT.
5. CONTRACTOR SHALL COMPLETE THE INSTALLATION OF THE NEW 12 -INCH WATER LINE ALONG
WITH ALL RECONNECTED METERED SERVICES AND ASSOCIATED ALTERATIONS AND HAVE
OPERATIONAL BEFORE ANY SEWER INSTALLATION CAN BE INITIATED UPSTREAM OF PROPOSED
SANITARY SEWER MANHOLE 84 OR 85.
6. INSTALL 12 -INCH WATER LINE AND APPURTENANCES AND CONNECT TO EXISTING 12 -INCH WATER
LINE ON EITHER END VIA 12 -INCH BY 12 -INCH TAPPING SLEEVE AND VALVE. CONNECT 12 -INCH
WATER LINE TO EXISTING 6 -INCH WATER MAIN VIA 6 -INCH BY 6 -INCH TAPPING SLEEVE AND VALVE.
7. TAPPING SLEEVE AND VALVES SHALL BE BOLTED IN PLACE AND PRESSURE TESTED PRIOR TO
TAPPING OF EXISTING MAIN.
8. PRESSURE TEST 12 -INCH AND 6 -INCH WATER LINE APPURTENANCES.
9. DISINFECT AND FLUSH 12 -INCH AND 6 -INCH WATER LINE AND APPURTENANCES.
10. UPON ACCEPTABLE BACTERIOLOGICAL TEST, SWITCH EXISTING AND OR NEW WATER SERVICES
OVER TO NEW 12 -INCH WATERLINE. INSTALL NEW TAP AND LATERAL TO NEW LOCATION OF
EXISTING METER FOR PARCEL 1841216398.
11. INSTALL LONG LATERAL FOR PARCEL 1841216398 IN ACCORDANCE WITH ALL LOCAL PLUMBING
CODES FROM PROPOSED LOCATION OF RELOCATED METER TO TIE IN POINT WITH EXISTING
PLUMBING. PRESSURE TEST, DISINFECT AND FLUSH IN ACCORDANCE WITH LOCAL PLUMBING
REQUIREMENTS. UPON AUTHORIZATION OF CITY OF RALEIGH INSPECTOR AND TOWN OF WAKE
FOREST BUILDING INSPECTOR, RELOCATE EXISTING METER TO ITS NEW LOCATION AND CONNECT
NEW LATERAL FROM MAIN TO METER AND NEW PRIVATE LATERAL TO METER. CONNECT NEW
PRIVATE LATERAL TO EXISTING PLUMBING.
12. ABANDON EXISTING 6 -INCH AND 12 -INCH WATER MAINS AND APPURTENANCES AND EXISTING
SERVICES AS IDENTIFIED IN WATER MAIN ABANDONMENT SEQUENCE.
13. ITEMS 6 THROUGH 10 MAY BE CONDUCTED ON A VALVE TO VALVE OR INTERSECTION TO
INTERSECTION ARRANGEMENT. CONTRACTOR WILL BE RESPONSIBLE FOR ANY ADDITIONAL
VALVES OR LINE STOP ARRANGEMENTS WHERE CONTRACTOR PLANS TO ISOLATE OR SEQUENCE
WORK DIFFERENTLY, UNLESS OTHERWISE APPROVED BY OWNER.
GENERAL WORK SEQUENCE FOR WATER MAIN ABANDONMENT:
1. CONTRACTOR SHALL INITIATE WATER MAIN ABANDONMENT AFTER ALL NEW WATER MAINS ARE
OPERATIONAL AND EXISTING SERVICES ARE RECONNECTED TO NEW MAINS.
2. CONTRACTOR SHALL SCHEDULE A MOCK OR TEST EXERCISE OF ALL EXISTING VALVES WITH
OWNER'S (CITY OF RALEIGH) INSPECTOR /PROJECT COORDINATOR A MINIMUM OF 14 DAYS PRIOR
TO ABANDONMENT WORK TO ENSURE EXISTING VALVES ARE OPERABLE AND PROVIDE A LEAK
TIGHT SEAL WHEN FULLY CLOSED. WHERE EXISTING VALVES ARE DETERMINED TO BE
INOPERABLE OR DO NOT PROVIDE A LEAK TIGHT SEAL, OWNER MAY AUTHORIZE THE USE OF LINE
STOPS FOR THE ABANDONMENT OR MAY CONSIDER TEMPORARY INTERRUPTION OF SERVICE
DEPENDING UPON THE CRITICALITY OF MAIN TO BE INTERRUPTED AND THE NUMBER OF SERVICES
IMPACTED. ALL OPERATION OF EXISTING VALVES SHALL BE PERFORMED BY OWNER'S
INSPECTOR / PROEJCT COORDINATOR OR AUTHORIZED OPERATIONAL PERSONNEL. ANY
CONCERNS WITH THE PERFORMANCE \ OF THE EXISTING VALVES THAT MAY IMPACT THE USE OF
THE VALVES TO FACILITATE ABANDONMENT SHALL BE REPORTED IMMEDIATELY TO OWNER AND
ENGINEER SO A REVISED PLAN CAN BE ISSUED.
3. CONTRACTOR SHALL COORDINATE WITH OWNER'S (CITY OF RALEIGH) INSPECTOR /PROJECT
COORDINATOR A MINIMUM OF 72 HOURS BEFORE OPERATION OF EXISTING VALVES THAT WILL
SUPPORT ABANDONMENT AND KILL OUT OF MAINS TO BE ABANDONED AND SEVERED. ALL
OPERATION OF EXISTING VALVES SHALL BE PERFORMED BY OWNER'S INSPECTOR / PROEJCT
COORDINATOR OR AUTHORIZED OPERATIONAL PERSONNEL.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING (AND PLUGGING FOLLOWING COMPLETION
OF ABANDONMENT) ALL TEMPORARY TAPS AND BLOW OFFS FOR RELEASING RESIDUAL PRESSURE
AND DRAINING WATER MAINS TO BE ABANDONED. THESE TAPS WILL BE SUBSIDIARY TO THE
ABANDONMENT EFFORT.
5. ABANDONMENT OF THE MAINS SHALL BE IN ACCORDANCE WITH OWNER'S STANDARDS AND THE
DETAIL HEREIN.
6. ABANDONMENT OF THE EXISTING 12 -INCH CROSS COUNTRY MAIN FROM DURHAM ROAD TO
WINGATE STREET SHALL BE ABANDONED VIA EXISTING VALVES V -5 (REFERENCE INSET 3 OF W1)
AND V -6 (REFERENCE INSET 2 OF W1). THESE VALVES SHALL BE PERMANENTLY CLOSED AND ALL
RESIDUAL PRESSURE MAY BE RELEASED BY THE INACTIVE SERVICE AT PARCEL 1841216398.
7. ABANDONMENT OF THE EXISTING 6 -INCH ON THE SOUTH SIDE OF DURHAM ROAD SHALL BE
ABANDONED VIA EXISTING VALVES V -2, V -4 AND V -8 AND NEW VALVE V -9 FOR THE EAST PORTION
AND V -7 FOR THE WEST PORTION. V -2, V -8 AND V -9 SHALL BE TEMPORARILY CLOSED. V -4 SHALL
BE OPENED PARTIALLY OR THROTTLED TO BACK FEED FROM PRESSURE ZONE 523 AND MAINTAIN
SERVICE TO THE EXISTING CUSTOMERS THAT ARE CONNECTED TO THIS PORTION OF THE
EXISTING 6 -INCH ON SOUTH AVENUE AND THE EXISTING 2 -INCH MAIN THAT BRANCHES OFF OF IT
AND SERVES A FEW CUSTOMERS ON WINGATE STREET. V -7 SHALL BE PERMANENTLY CLOSED AND
EXISTING HYDRANTS AND BLOW OFF ASSEMBLIES MAY BE USED TO RELEASE RESIDUAL
PRESSURE AND DRAIN LINE. UPON ACCEPTABLE ABANDONMENT OF THE EXISTING 6 -INCH MAIN ON
THE "DOWNSTREAM" SIDE OF THE NEW TAPPING SLEEVE, V -4 SHALL BE CLOSED TO AGAIN ISOLATE
PRESSURE ZONES 605 AND 523 AND VALVES V -2, V -8 AND V -9 SHALL BE RE- OPENED AND V -4 TO
PROVIDE LOOPED MAINS.
8. ALL OTHER APPURTENANCES ON ABANDONED 6 -INCH MAIN NOTED IN ITEM 7 CAN THEN BE
REMOVED INCLUDING HYDRANTS AND BLOW -OFFS.
SPECIAL CONSTRUCTION SEQUENCE FOR DURHAM ROAD SEWER CONNECTION TO
WINGATE STREET AND SOUTH AVENUE:
1. PRIOR TO CONSTRUCTION OF SEWER UPSTREAM OF PROPOSED SANITARY SEWER MANHOLE 94A,
CONTRACTOR SHALL PERFORM INVESTIGATION AND DISCOVERY OF THE EXISTING SERVICE OR
COMMON PLUMBING LINE FOR THE APARTMENT BUILDING AT 219 W. SOUTH AVENUE TO CONFIRM
IF IT CAN BE REDIRECTED TO THE EXISTING 8 -INCH SEWER MAIN IN SOUTH AVENUE. THE CITY OF
RALEIGH WILL BE RESPONSIBLE FOR OBTAINING A RIGHT OF ENTRY FROM THE PROPERTY OWNER.
THE CONTRACTOR SHALL PLAN TO PERFORM CCTV INVESTIGATION OF THE PLUMBING AND
PERFORMING DISCOVERY EXCAVATION OUTSIDE THE BUILDING NEAR THE APPARENT COMMON
PLUMBING STACK TO CONFIRM THE ELEVATION. IN THE EVENT THE APARTMENT'S PLUMBING CAN
BE REDIRECTED TO THE EXISTING STREET MAIN, THEN THE SEWER BETWEEN PROPOSED
SANITARY SEWER MANHOLE 95 AND 95B WILL BE REMOVED FROM THE CONTRACT AND PROVIDE A
4 -INCH SEWER LATERAL TO SERVE THE RESIDENCE AT 221 W. SOUTH AVENUE. THE ALIGNMENT
FOR THE 4 -INCH SEWER LATERAL WILL BE ROUTED TO AVOID THE EXISTING MANHOLES F010038
AND F010039 AND PREVENT DAMAGE TO THE EXISTING STORM DRAINAGE STRUCTURE NEAR
MANHOLE F010039. THE DISCOVERY AND INVESTIGATION WORK SHALL BE PAID BY ALLOWANCE AS
DEFINED IN THE BID SCHEDULE. CHANGES THAT MAY RESULT FROM THE INVESTIGATION SHALL BE
PAID AT UNIT PRICE RATES.
2. PRIOR TO CONSTRUCTION OF SEWER UPSTREAM OF PROPOSED SANITARY SEWER MANHOLE 94A,
THE PRIVATE SEWER BETWEEN THE SANITARY SEWER JUNCTION BOX AND EXISTING MANHOLE
B005666 THAT SERVES A PORTION OF THE SEMINARY COLLEGE OPPOSITE FROM 221 AND 219 W.
SOUTH AVENUE SHALL BE REDIRECTED TO THE EXISTING 8 -INCH SEWER MAIN IN W. SOUTH
AVENUE. CONTRACTOR SHALL INSTALL AND MAINTAIN ALL TRAFFIC CONTROL AND OTHER
TEMPORARY FACILITIES FOR SAFE AND PROTECTED WORK AREA. CONTRACTOR SHALL BE
REQUIRED TO REMOVE ASPHALT IN ROAD ALONG PROPOSED SEWER MAIN ALIGNMENT AND FOR
DOG -HOUSE MANHOLE BY MILLING WITH ZIPPER TYPE EQUIPMENT. PERMANENTLY PATCH OR
SAFELY PLATE TRENCH AT END OF WORKING DAY. CONTRACTOR SHALL PROVIDE SUITABLE ROAD
CROSSINGS WHERE BYPASS PIPING MAY INTERFERE WITH TRAFFIC. CONTRACTOR SHALL ALSO
PROVIDE SUITABLE WATER -TIGHT PIPING AND TEMPORARY HOLDING STRUCTURE TO DIVERT
SEWAGE FLOW FROM EACH PRIVATE 8 -INCH SEWERS. INSTALL PROPOSED DOG -HOUSE MANHOLE
ON EXISTING 8 -INCH SEWER IN W. SOUTH AVENUE AND TEMPORARILY INSTALL PNEUMATIC PLUG
ON THE NEW INLET AND BYPASS SEWAGE UPSTREAM OF SANITARY SEWER BOX TO NEW
DOG -HOUSE MANHOLE. COMPLETE SEWER INSTALLATION INCLUSIVE OF REPLACING EXISTING
SANITARY SEWER JUNCTION BOX WITH STANDARD NEW MANHOLE AND RECONNECT PRIVATE
SEWER MAINS TO NEW MANHOLE.
3. THE FOLLOWING SUGGESTED SEQUENCE ASSUMES CONTRACTOR WILL PERFORM SEWER
INSTALLATION OF BOTH MAINS (SEWER BETWEEN PROPOSED MANHOLE 95 AND 95A AND 95 AND
95B OR ALTERNATE -4 -INCH LATERAL) CONCURRENT TO MINIMIZE DURATION OF ROAD IMPACT. IN
THE EVENT CONTRACTOR OPTS TO PERFORM WORK UNDER ROAD CLOSURE, CONTRACTOR SHALL
BE RESPONSIBLE FOR PREPARING A ROAD DETOUR PLAN AND OBTAINING APPROVAL FROM TOWN
OF WAKE FOREST AND NCDOT AT NO ADDITIONAL COST TO OWNER. CONTRACTOR SHALL
COORDINATE ROAD DETOUR PLAN WITH TOWN OF WAKE FOREST ENGINEER AND NCDOT DISTRICT
OFFICE. CONTRACTOR SHALL PROVIDE ROAD DETOUR PLAN A MINIMUM OF 60 DAYS BEFORE
SCHEDULED ROAD INTERRUPTION.
4. CONTRACTOR SHALL INSTALL AND MAINTAIN ALL TRAFFIC CONTROL AND OTHER TEMPORARY
FACILITIES FOR SAFE AND PROTECTED WORK AREA. FOR THE SEWER MAIN INSTALLATION IN S.
WINGATE STREET, CONTRACTOR SHALL BE REQUIRED TO REMOVE ASPHALT IN ROAD ALONG
PROPOSED SEWER MAIN ALIGNMENTS BY MILLING WITH ZIPPER TYPE EQUIPMENT. PERMANENTLY
PATCH OR SAFELY PLATE TRENCH AT END OF WORKING DAY.
5. CONTRACTOR SHALL PROVIDE SUITABLE ROAD CROSSINGS WHERE BYPASS PIPING MAY
INTERFERE WITH TRAFFIC. CONTRACTOR SHALL ALSO PROVIDE SUITABLE WATER -TIGHT PIPING
AND TEMPORARY HOLDING STRUCTURE TO DIVERT SEWAGE FLOW FROM 219 S. WINGATE STREET
AND 219 W. SOUTH AVENUE.
6. CONTRACTOR SHALL LOCATE ALL EXISTING UTILITIES IN ADVANCE OF THE TRENCHING FOR THE
SEWER MAINS ACROSS S. WINGATE STREET.
7. CONSTRUCT SEWER LINE TO PROPOSED MANHOLE 94A AND HAVE OPERATIONAL INCLUSIVE OF
ALL TESTING.
8. INSTALL PNEUMATIC PLUG ON INLET OF PROPOSED MANHOLE 94A.
9. BYPASS SEWAGE FLOW AROUND WORK AREA BETWEEN PROPOSED MANHOLE 95, 95A AND 95B.
10. CONSTRUCT SEWER LINES TO PROPOSED MANHOLE 95A AND 95B AND HAVE SEWER OPERATIONAL
INCLUSIVE OF ALL TESTING.
SPECIAL PROVISIONS FOR AERIAL SEWER CROSSINGS SEQUENCE:
1. CONTRACTOR SHALL PROVIDE CONSTRUCTION ACCESS TO ALL PROPOSED FOOTINGS /PIERS FOR
SEWER AERIAL CROSSING WHEN LINE LAYING ACTIVITY REACHES THE AERIAL CROSSINGS.
CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL ENGINEER TO EVALUATE SUB - SURFACE
CONDITIONS BY SOIL BORINGS FOR AERIAL CROSSING FOUNDATIONS SO FOUNDATION DESIGN
CAN BE CONFIRMED AND BY FIELD DETERMINATION OF SUBGRADE AFTER EXCAVATION OF
FOUNDATION HAS BEEN ACHIEVED FOR ANTICIPATED OR DESIGN CONDITIONS. PAYMENT OF THIS
EVALUATION SHALL BE FACILITATED THROUGH THE TESTING ALLOWANCE.
2. IF THE FIELD CONDITIONS OF THE SUBGRADE REQUIRE ANY DEVIATION FROM THE DESIGN, THE
GEOTECHNICAL ENGINEER SHALL REVIEW ACTUAL CONDITIONS AND MAKE A DETERMINATION ON
THE MOST SUITABLE FOUNDATION.
3. WHERE THE AERIAL CROSSING WILL BE ACHIEVED THROUGH A CONCRETE PIER WITH PILES OR
WITHOUT OR CONCRETE PILE CAP, CONTRACTOR SHALL LEAVE FORMS IN PLACE FOR A DURATION
AS SPECIFIED IN THE CONCRETE SPECIFICATIONS. CONTRACTOR SHALL PROVIDE SUFFICIENT
SHORING MEMBERS TO SUPPORT DEAD LOAD PLUS CONSTRUCTION LOADS UNTIL CONCRETE HAS
ACHIEVED ITS FULL SPECIFIED STRENGTH.
4. WHERE THE SUBGRADE REQUIRES THE USE OF PILES FOR SUPPORT, CONTRACTOR SHALL TEST
PILES IN ACCORDANCE WITH GEOTECHNICAL ENGINEER'S RECOMMENDED TESTING METHOD TO
DETERMINE ULTIMATE CAPACITY OF PILES.
BYPASS PUMPING SEQUENCE FOR CRITICAL ROAD CROSSINGS:
THE CONTRACTOR SHALL PLAN SEWER INSTALLATION AND BYPASS PUMPING AND PIPING TO UTILIZE THE
EXISTING SEWER CROSSING FOR FOREST PINES DRIVE, US HIGHWAY 1, NC 98 BYPASS (CRENSHAW
SEWER) AND DURHAM ROAD. IN THE EVENT THE CONTRACTOR OPTS TO SEQUENCE WORK DIFFERENTLY
RESULTING IN BYPASS PUMPING SEWER FLOW UNDER THE ROAD BY ROUTING BYPASS PIPING THROUGH
A DRY STORM PIPE OR ROAD CULVERT THAT IS FLOWING AT MINIMUM CAPACITY, THE CONTRACTOR
SHALL BE RESPONSIBLE FOR OBTAINING APPROVAL AND COORDINATING THE INSTALLATION OF BYPASS
PIPING THROUGH THESE CLOSED SYSTEMS WITH THE GOVERNING ENTITY ( NCDOT, TOWN OF WAKE
FOREST AND OR CITY OF RALEIGH) AND BE RESPONSIBLE FOR ALL DAMAGE OR ISSUES ARISING FROM
THE USE OF SUCH STORM PIPES AND OR CULVERTS. THE SPECIFIED SEQUENCE BELOW ALLOWS FOR
THE CROSSINGS OF THESE ROADS TO BE ACHIEVED WITHOUT SUCH NEED.
1. RICHLAND CREEK SEWER INTERCEPTOR - FOREST PINES DRIVE
A. CONSTRUCT SEWER LINE TO PROPOSED MANHOLE 21 AND HAVE OPERATIONAL INCLUSIVE OF
ALL TESTING
B. INSTALL PNEUMATIC PLUG ON INLET OF PROPOSED MANHOLE 21
C. BYPASS SEWAGE FLOW FROM EXISTING MH F010807 -A TO PROPOSED MANHOLE 21.
D. CONSTRUCT SEWER LINE TO PROPOSED MANHOLE 25 AND HAVE SEWER OPERATIONAL
BETWEEN PROPOSED MANHOLE 25 AND PROPOSED MANHOLE 21 INCLUSIVE OF ALL TESTING.
E. INSTALL PNEUMATIC PLUG ON INLET OF PROPOSED MANHOLE 25
F. RELOCATE OR ALTER BYPASS PUMP AND PIPING ARRANGEMENT SO THAT SEWAGE FLOW IS
DIVERTED FROM EXISTING SEWER BETWEEN EXISTING MANHOLE F010807 AND EXISTING
MANHOLE MH F010807 -A TO NEW OPERATIONAL SEWER AT PROPOSED MANHOLE 25.
G.CONTINUE WITH SEWER INSTALLATION AND PROCEED WITH SEWER ABANDONMENT BETWEEN
EXISTING MANHOLE F010807 -A AND EXISTING MANHOLE F010807.
2. RICHLAND CREEK SEWER INTERCEPTOR - US HIGHWAY 1
A. CONSTRUCT SEWER LINE TO PROPOSED MANHOLE 29 AND HAVE OPERATIONAL INCLUSIVE OF
ALL TESTING
B. INSTALL PNEUMATIC PLUG ON INLET OF PROPOSED MANHOLE 29.
C. BYPASS SEWAGE FLOW FROM EXISTING MH F010804 TO PROPOSED MANHOLE 29.
D. CONSTRUCT SEWER LINE TO PROPOSED MANHOLE 33 AND HAVE SEWER OPERATIONAL
BETWEEN PROPOSED MANHOLE 29 AND PROPOSED MANHOLE 33 INCLUSIVE OF ALL TESTING.
E. INSTALL PNEUMATIC PLUG ON INLETS OF PROPOSED MANHOLE 33
F. RELOCATE OR ALTER BYPASS PUMP AND PIPING ARRANGEMENT SO THAT SEWAGE FLOW IS
DIVERTED FROM EXISTING SEWER BETWEEN EXISTING MANHOLE K014115 AND EXISTING
MANHOLE F010804 AND BETWEEN EXISTING MANHOLE K014114 AND EXISTING MANHOLE K014113
TO NEW OPERATIONAL SEWER AT PROPOSED MANHOLE 33.
G.CONTINUE WITH SEWER INSTALLATION AND PROCEED WITH SEWER ABANDONMENT BETWEEN
EXISTING MANHOLE F010804 AND EXISTING MANHOLE K014115 AND BETWEEN EXISTING
MANHOLES K014114 AND K014113.
3. CRENSHAW SEWER -NC 98 BYPASS
A. CONSTRUCT SEWER LINE TO PROPOSED MANHOLE 104 AND HAVE OPERATIONAL INCLUSIVE OF
ALL TESTING
B. INSTALL PNEUMATIC PLUG ON INLET OF PROPOSED MANHOLE 104.
C. BYPASS SEWAGE FLOW FROM EXISTING MANHOLE F010776 TO PROPOSED MANHOLE 104.
D. CONSTRUCT SEWER LINE TO PROPOSED MANHOLE 108 AND HAVE SEWER OPERATIONAL
C
BETWEEN PROPOSED MANHOLE 104 AND PROPOSED MANHOLE 108 INCLUSIVE OF ALL TESTING.
E. INSTALL PNEUMATIC PLUG ON INLET OF PROPOSED MANHOLE 108.
F. RELOCATE OR ALTER BYPASS PUMP AND PIPING ARRANGEMENT SO THAT SEWAGE FLOW IS
DIVERTED FROM EXISTING SEWER BETWEEN EXISTING MANHOLE F010776 AND EXISTING
MANHOLE G011023 TO NEW OPERATIONAL SEWER AT PROPOSED MANHOLE 108.
G.CONTINUE WITH SEWER INSTALLATION AND PROCEED WITH SEWER ABANDONMENT BETWEEN
EXISTING MANHOLE F010776 AND EXISTING MANHOLE G011023.
4. DURHAM ROAD SEWER- DURHAM ROAD -SEE SPECIAL CONSTRUCTION SEQUENCE FOR DURHAM
ROAD
SPECIAL CONSTRUCTION SEQUENCE FOR DURHAM ROAD SEWER:
1. INSTALL DOG -HOUSE MANHOLE ON EXISTING RICHLAND CREEK INTERCEPTOR. UPON COMPLETION
OF DOG -HOUSE MANHOLE, PLUG NEW INLET WITH PNEUMATIC PLUG.
2. CONSTRUCT NEW SEWER FROM PROPOSED MANHOLE 77 TO A SAFE WORKING DISTANCE FROM
PROPOSED BORING AND JACKING PIT OF THE 4 -INCH SEWER SERVICE FOR PARCEL PIN 1841118223.
3. WHILE MAINTAINING SERVICE IN THE EXISTING SEWER, COMPLETE BORING AND JACKING OF
ENCASEMENT FOR 4 -INCH SERVICE AND THREAD/ ROUTE THE PIPE TO A SAFE WORKING DISTANCE
FROM EXISTING MANHOLE F010018. PLUG AND RESTRAIN NEW 4 -INCH SERVICE FOR TESTING.
4. CONTINUE NEW SEWER INSTALLATION TO A SAFE WORKING DISTANCE FROM PROPOSED MANHOLE
81 AND READY BYPASS PUMPING AND PIPING TO DIVERT FLOW IN EXISTING SEWER FOR
PROPOSED BORE AND JACK WORK AREA BETWEEN EXISTING MANHOLE F010025 AND EXISTING
MANHOLE 4281.
5. WHILE BYPASS PUMPING EXISTING SEWER FLOW FROM EXISTING MANHOLE 4281 TO EXISTING
MANHOLE F010025 AND MAINTAINING AN ACTIVE SHORING AND EXCAVATION PLAN, COMPLETE
BORE AND JACK FOR PROPOSED SEWER BETWEEN PROPOSED MANHOLE 81 AND PROPOSED
MANHOLE 84.
6. THREAD/ ROUTE CARRIER PIPE AND SET MANHOLE 81. COMPLETE SEWER INSTALLATION BETWEEN
PROPOSED MANHOLE 81 AND 84 AND COMPLETE SEWER INSTALLATION BETWEEN PROPOSED
MANHOLE 81 AND MANHOLE 82. RECONNECT EXISTING SEWER FROM EXISTING MANHOLE 4281 TO
PROPOSED MANHOLE 82 INCLUDING ALL INTERIOR DROP CONNECTIONS AND DIVERT FLOW BACK
TO EXISTING SEWER.
7. COMPLETE ALL TESTING AND PLACE SEWER IN OPERATION BETWEEN PROPOSED MANHOLE 77 TO
PROPOSED MANHOLE 84 AND BETWEEN PROPOSED MANHOLE 81 AND PROPOSED MANHOLE 82.
REMOVE DOWNSTREAM PLUG AT PROPOSED MANHOLE 77.
8. RELOCATE OR ALTER BYPASS PUMP AND PIPING ARRANGEMENT SO THAT SEWAGE FLOW IS
DIVERTED FROM EXISTING SEWER UPSTREAM OF EXISTING MANHOLE F010050 TO NEW
OPERATIONAL SEWER AT PROPOSED MANHOLE 84.
9. COORDINATE WITH OWNER'S PROJECT COORDINATOR FOR SERVICE RECONNECTION FOR PARCEL
PIN 1841118223. PROVIDE SEWER BLADDER TANK OR OTHER ACCEPTABLE MEANS TO MAINTAIN
SEWER SERVICE WHILE EXISTING SEWER SERVICE IS CONNECTED TO NEW LATERAL. COMPLETE
RECONNECTION AND READY SEWER BETWEEN EXISTING MANHOLE A000512 AND EXISTING
MANHOLE F010050 FOR ABANDONMENT
TESTING REQUIREMENTS CRITICAL FOR PLANNING WORK SEQUENCE:
THE LIST IS A GUIDELINE OF MAJOR SEWER AND WATER TESTING REQUIREMENTS FOR PLANNING WORK
SEQUENCE. THE TESTING REQUIREMENTS AS NOTED ARE NOT LIMITED TO THE FOLLOWING
PARAMETERS AND SHALL BE CONSISTENT WITH THE SPECIFICATIONS AND OWNER'S REQUIREMENTS:
1. TESTING GUIDELINES FOR SEWER:
A. REPLACEMENT IN THE SAME ALIGNMENT AND PARALLEL - LOW PRESSURE AIR TEST AND
VACUUM TEST MANHOLES; MANDREL TEST FOR PVC AND REINFORCED FIBERGLASS PIPE
B. RECONNECTION TO EXISTING CROSS - LINES -CCTV INSPECTION ONLY
C. DOG -HOUSE MANHOLES OVER EXISTING SEWER - VACUUM TEST
D. SEWER LATERAL RECONNECTIONS - LOW PRESSURE AIR TEST FOR NEW PORTION OF LATERAL
AND CLEAN OUT CONCURRENT WITH MAIN LINE TEST PRIOR TO RECONNECTING SERVICE AT
EASEMENT OR RIGHT OF WAY - WAIVED SINCE SEWER LATERAL AND MAIN LINE WILL NEED TO BE
REINSTATED AS IMMEDIATELY AS POSSIBLE (CCTV INSPECTION OF MAIN IS STILL REQUIRED;
VACUUM TEST MANHOLES ON SUCH SECTIONS.)
E. ALL NEW SEWER MAINS AND MANHOLES - CCTV POST CONSTRUCTION INSPECTION WITHOUT
FLOW
2. TESTING GUIDELINES FOR WATER:
A. PRESSURE TEST MAIN AND APPURTENANCES (TAPPING TEES, HYDRANTS, ETC.)
B. WATER LATERAL RECONNECTIONS - WAIVE THE PRESSURE TEST WITH THE EXCEPTION OF THE
LONG LATERAL FOR PARCEL PIN 1841216398. THE EXISTING METER FOR THIS LATERAL WILL BE
RELOCATED FROM THE OLD 12 -INCH TO THE NEW 12 -INCH AND SHALL BE PRESSURE TESTED.
RECONNECT LATERALS FOLLOWING THE ACCEPTANCE OF BACTERIOLOGICAL TESTING.
IN -SITU REPLACEMENT NOTES:
1. CONTRACTOR SHALL REMOVE AND DISPOSE OF EXISTING MANHOLE STRUCTURES AND PIPES TO
PERFORM IN -SITU REPLACEMENT OF THE SANITARY SEWER. LINEAR FOOTAGE OF INDIVIDUAL
EXISTING PIPES 'TO BE REMOVED' ARE NOT CALLED OUT, BUT IT SHALL BE UNDERSTOOD THAT
REMOVAL AND DISPOSAL IS NECESSARY BY THE CONTRACTOR, WHERE IN -SITU REPLACEMENT IS
REQUIRED FOR INSTALLATION OF REPLACEMENT SEWER.
2. EXISTING MANHOLE STRUCTURES AND PIPES ARE SHOWN SCREENED AND DASHED.
3. CONTRACTOR SHALL USE SANITARY SEWER BYPASS PUMPING FOR ALL IN -SITU REPLACEMENT.
SEE SUMMARY TABLE ON SHEET 38.
GENERAL BYPASS PUMPING NOTES:
1. BYPASS PUMP AND PIPING IS NOT SHOWN ON PLANS AND THESE MEASURES ARE THE
CONTRACTOR'S RESPONSIBILITY. SUGGESTED SEQUENCES ARE PROVIDED TO CLARIFY INTEND
OF DESIGN. SEE SUMMARY TABLE ON SHEET 38.
GENERAL EROSION AND SEDIMENTATION CONTROL CONSTRUCTION SEQUENCE:
1. SEE DETAIL SHEET 39.
c
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\20110061 00RA \CADD \Plan Set \20110061 SHT COVER.dwg - # # ## - September 19, 2013 - Victoria Robb
3
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20110061

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BY PROPERTY OWNER, CITY OF RALEIGH AND OTHER AUTHORIZED
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THEIR EASEMENTS). CONTRACTOR SHALL REMOVE EXISTING
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \Plan Set \20110061 SHT ACCESS ROUTES.dwg - # # ## - August 23, 2013 - Victoria Robb
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \Plan Set \20110061 SHT ACCESS ROUTES.dwg - # # ## - August 23, 2013 - Victoria Robb
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FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set\20110061 SHT ACCESS ROUTES.dwg -#### - August 29, 2013 - Victoria Robb
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FILE NAME: L: \Projects\RALUT\20110061 00 RA\CADD\P Ian Set\20110061 SHT ACCESS ROUTES.dwg -#### - August 23, 2013 - Victoria Robb
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DOPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OFWX DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L: \Projects\RALUT\20110061 00 RA\CADD\P Ian Set\20110061 SHT ACCESS ROUTES.dwg -#### - August 23, 2013 - Victoria Robb
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FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT ACCESS ROUTES.dwg - # # ## - August 23, 2013 - Victoria Robb
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COPYRIGHT C), W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OFW.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L: \Projects\RALUT\20110061 00 RA\CADD\P Ian Set\20110061 SHT ACCESS ROUTES.dwg -#### - August 23, 2013 - Victoria Robb
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COPYRIGHT C), W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OFW.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L: \Projects\RALUT\20110061 00 RA\CADD\P Ian Set\20110061 SHT ACCESS ROUTES.dwg -#### - August 23, 2013 - Victoria Robb
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PROPOSED 12'
ACCESS PATH�
OO
24"
DY
TOP 306 94
EXISTING 30' DRAINAGE,
UTILITY & PUBLIC
ACCESS EASEMENT
-LIMIT OF DISTURBANCE,
Al DISTURBED AREA= 0.52 AC
v A 7W
a
RICHLAND CREEK OUTFALL,
SEE SHEET 16
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304
PROPOSED
D=DKAAKl=Kl-r 0='
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x 253 255— OF EXISTING ELECTRIC-"'� L ------- J
< STRUCTURE
m
Ills' I.I.— . .... . . ....
I
DOPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OFWX DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L \Projects\RALUT\20110061 00 RA\CADD\P Ian Set\20110061 SHT ACCESS ROUTES.dwg -#### - August 23, 2013 - Victoria Robb
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G8
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20110061

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FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT ACCESS ROUTES.dwg - # # ## - August 23, 2013 - Victoria Robb
3
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20110061

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DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT ACCESS ROUTES.dwg - # # ## - August 23, 2013 - Victoria Robb

3
2-
1
A B
I
I,QAV GENERAL NOTES:
INSET 1 EXISTING OLD
SCALE: 1 " =20'
2" BLOW OFF doh � 1. EXISTING VALVE (V -4) NOT SHOWN BUT IS LOCATED
ON SOUTH AVENUE. V -4 ISOLATES EXISTING 6 -INCH
WATER MAIN FROM 523 PZ AND IS NORMALLY CLOSED.
INSET 1
C
V rf # r
rte.
N
kx
7 mfr r{
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hx�h
w w
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LATERAL. THE NEW LATERAL FROM j ET 3
W r TIE IN POINT TO RELOCATED METER AI
AND FROM RELOCATED METER TO TAP
SHALL BE PRESSURE TESTED. -_ l /-,I
m. w
�r 1
EXISTING WATER -g '.
METER TO BE F ► \
w
RELOCATED ,. ­, _.
— ..n.m... .. k --- k ...... ....... .... 1
—RJ BY PE
FLANGED ADAPTER
A
MANHOLE COVER
SHALL LINE UP WITH
SWING CHECK VALVE
AND BLEED VALVE
EXISTING
GRADE
�n
N FLANGED _
ADAPTER/
STANDARD 5'
DIA. PRECAST
MANHOLE
ANHOLE
TEP
JHOLE COVER
,LL LINE UP
H SWING
:CK VALVE AND
ED VALVE
CHECK
x FL)
NOTE:
PLAN VIEW 1. MANHOLE COVER SHALL
BE LABELED "WATER"
1" TAPPING
SADDLE &
CORPORATION
STOP
523 PZ
CHECK VALVE MANHOLE
NOT TO SCALE
B
MANHOLE
STEP
12" SWING
CHECK VALVE
(FL x FL)
`CONCRETE
5' SUPPORT
SECTION VIEW
City of Rak4gh
3
-2
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT WL DESIGN. dwg-September 5, 2013 - Victoria Robb
PROFESSIONAL SEAL
FULL SCALE: V=80
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0 80 160
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20110061

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1
A I B
I
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GENERAL NOTES
PROPOSED 10'X2' PERMANENT
C
SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
BE MADE FOR SELECTIVE TREE REMOVAL AS IT SHOULD BE PART OF CLEARING
AND GRUBBING.
3
—2
00
308
PROPOSED
12" 45° RJ BEND 306
STA 0 +08.21
PROPOSED
12" 45° RJ BEND AUGER PROBE BORING
STA 0 +21.65 (BORING TERMINATED)
JPROPOSED 1= ±307
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12" r RJ BEND SCALE: HOR 1 " =40'; VERT 1"=4'
�//
LPROPOSED SEWER MAIN
a? BELOW WATER MAIN L?
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Pq ELEVATION OF 297.83 Pq
0 +00
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DOPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT WL DESIGN.dwg- September 5, 2013 - Victoria Robb
332
330
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RE- ROUTED WATER NEEDS TO BE OPERATIONAL AND OLD LINE SEVERED/ ABANDONED
336
W
360
BEFORE ANY CONSTRUCTION ON SEWER BETWEEN PROPOSED MH 85 TO MH 91 CAN
360
W
0
BEGIN. CONTRACTOR TO REMOVE ALL ABANDONED WATER MAIN THAT IS IN CONFLICT
WL -4 ASPHALT
p
(n
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EXISTING GRADE
332
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O
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-356 .
y
UTILITIES (SHOWN OR NOT SHOWN) WHICH LIE WITHIN OR ADJACENT TO EXCAVATION OF . . . . . . . .
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. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
356
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DEPTH 6..
U
N
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CONTRACTOR SHALL REMOVE EXISTING FIRE HYDRANTS, RETURN EXISTING FIRE
z
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N 2 2
Q
HYDRANTS TO CITY OF RALEIGH AND INSTALL NEW FIRE HYDRANT ASSEMBLIES.
=
N N N
328
U
H W
EXISTING GRADE
M
328----352
...
4.
SEE SHEET G2 FOR PASCHAL GOLF CLUB SPECIAL PROVISIONS. . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
352
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5.
SEE SHEETS G3 AND G9 FOR CONSTRUCTION ACCESS ROUTE.
AUGER PROBE
W
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BORING TERMINATTED)
324
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. AUGER PROBE BORING
324----3-48
.
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ELEV = ±350 .
348
W W
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O w
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� Q DEPTH 7.5"
U)
ELEV= ±322
WL -2
i..
DIP WATERLINE
X 0
j
WL -3 ASPHALT
DEPTH 6..
320
.... ... .................
..................
...........................320.
3.44........................
344
APPROXIMATE LOCATION
.
AND DEPTH
OF
EXISTING 6"
WATER
EXISTING
6" WATER
316
. .........................
...............................
..316.
.3.40..........
340
Water i try n / Extension
EXISTING
18" STORM
AUGER PROBE BORING
Cq of Raleigh amts t the n t of the
(BORING TERMINATED)
Crty' s public water system as shown his plan The material and
ELEV- ±336
Constriction � for this project shall 1
1
PROPOSED
standards specifications the City's Public film d0,
12 "45'RJBEND 312
.. .......
.. ...............
...............................
..........................31.2.
3.36........
............... .... ...............................
336
STA 0 +05.48
N, h
%
00
308
PROPOSED
12" 45° RJ BEND 306
STA 0 +08.21
PROPOSED
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JPROPOSED 1= ±307
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�//
LPROPOSED SEWER MAIN
a? BELOW WATER MAIN L?
APPROXIMATE INVERT —
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0 +00
0
1+00
N
2 +00
PO
6
r7
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3 +00
4+00
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DOPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT WL DESIGN.dwg- September 5, 2013 - Victoria Robb
332
330
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10 +00
PROFESSIONAL SEAL
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PROD. DATE: MAY 2012
Q. C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
W2
PROJ. NO.:
20110061
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Q.C. DATE: 01.07.2013
DRAWING NUMBER:
W2
PROJ. NO.:
20110061

3
2
1
A I B
\\ I
GENERAL NOTES:
CONTRACTOR SHALL PERFORM SUFFICIENT INVESTIGATIONS TO CONFIRM THAT "OLD" 2 -INCH MAIN
ON NORTH SIDE OF DURHAM ROAD IS INDEED ABANDONED AND NOT ACTIVE WITH ANY SERVICES.
SHOULD THE MAIN BE DETERMINED TO BE ACTIVE AND ALSO HAVE ACTIVE SERVICES CONNECTED TO
IT, THE SERVICES SHOULD BE RECONNECTED TO THE EXISTING 6 -INCH MAIN ON THE OPPOSITE SIDE
PRIOR TO ANY CONSTRUCTION OF THE NEW 12 -INCH BEING INITIATED. ADDITIONALLY IN SUCH A
SCENARIO, THE 2 -INCH MAIN SHOULD BE ISOLATED AND SEVERED (KILLED OUT BY V -1 AS SHOWN IN
INSET 1 of SHEET W1) FROM THE EXISTING SYSTEM AFTER THE SERVICES HAVE BEEN SWITCHED
OVER TO THE 6 -INCH MAIN. THE RECONNECTION OF THE SERVICES AND 2 -INCH MAIN KILL OUT
SHOULD BE PAID BASED ON UNIT PRICES. OTHERWISE, NO ADDITIONAL PAYMENT WILL BE MADE AS
INVESTIGATION AND ANY DISCOVERY EXCAVATION SHALL BE A SUBSIDIARY OBLIGATION OF THE
WATER MAIN INSTALLATION. PROPOSED
PROPOSED r12" 45° RJ BEND^
12" 45° RJ BEND 1 STA 17 +08.59
5v
1. RE- ROUTED WATER NEEDS TO BE OPERATIONAL AND OLD LINE SEVERED/ ABANDONED
BEFORE ANY CONSTRUCTION ON SEWER BETWEEN PROPOSED MH 85 TO MH 91 CAN
....................................................................................................................................................................................................................................................... ...............................
BEGIN. CONTRACTOR TO REMOVE ALL ABANDONED WATER MAIN THAT IS IN CONFLICT
WITH THE EXCAVATION OF SEWER IMPROVEMENTS AND CAP ENDS OF PIPE THAT REMAIN.
2. THE LOCATION AND ELEVATION OF EXISTING UTILITIES AS SHOWN IS APPROXIMATE. THE
CONTRACTOR IS RESPONSIBLE FOR HORIZONTALLY AND VERTICALLY LOCATING ALL
UTILITIES (SHOWN OR NOT SHOWN) WHICH LIE WITHIN OR ADJACENT TO EXCAVATION OF
BORE PIT AND PIPE TRENCH.
3. CONTRACTOR SHALL REMOVE EXISTING FIRE HYDRANTS, RETURN EXISTING FIRE
HYDRANTS TO CITY OF RALEIGH AND INSTALL NEW FIRE HYDRANT ASSEMBLIES.
4. SEE SHEET G2 FOR PASCHAL GOLF CLUB SPECIAL PROVISIONS.
5. SEE SHEETS G3 AND G9 FOR CONSTRUCTION ACCESS ROUTE.
6. CONTRACTOR SHALL PERFORM DISCOVERY EXCAVATION TO CONFIRM HORIZONTAL AND
VERTICAL LOCATION OF EXISTING 4" SERVICE. CONTRACTOR SHALL THEN COORDINATE EXISTING GRADE
WITH OWNER'S PROJECT COORDINATOR ON EXISTING SEWER LATERAL AND PROPOSED .............................:....... ..:.........:.........:........ :.........:. :.. .......:.........:............. ................................... ....:.........:.........:.......
- z
WATER CROSSING. PROPOSED WATER MAY NEED TO GO UNDER THE EXISTING SEWER WL 5 ASPHALT AUGER PROBE BORING
LATERAL AND THE EXISTING SEWER LATERAL MAY NEED TO BE REPLACED WITH DIP. DEPTH 6.5" (BORING TERMINATED)
364
360
356
352
K�791
0
in
ELEV= ±365
WL -6
PROPOSED 12" j
....... :......... :......... :................... :................... :........... . ... .................... :......... :......... :......... :.... ................ ........ ..............:.........:...... I WATERLINE ......................... :......... :................... :...........................
DPW
EXISTING SEWER LATERAL
(SEE GENERAL NOTE 6)
affm
0 n
LO cD c0
0
(D
N7
SCALE: HOR 1"=40"; VERT 1"=4'
00
CD
to
N
O
Cn of Raleigh
Public Utlines, Department Permit
Authorization to Construct
Date
CV
n
PO
M
376
372
C.:
M
CM
356
352
Cc17i7
10 +00 11+00 12 +00 13 +00 14 +00 15 +00 16 +00 17 +00 17 +75
C
COPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT WL DESIGN. dwg-September 5, 2013 - Victoria Robb
3
2
1

UUI'YHIGH 1 U, W. K. UIUKSUN & UU., INC. ALL HIGH IS HESEHVEU. HEI'HUUUU I IUN UH USE OF I HE UUN I EN IS OF I HIS UUUUMEN 1; AUUI I IUNS UH UELE I IUNS I U I HIS UUUUMEN I , IN WHULE UH IN PAH I , WI I HUU I WHI I I EN UUNSEN I OF W.K. UIUKSUN & UU., INC., IS FJHUHIL31 I EL). UNLY UUMES FHUM I HE UHIGINAL OF I HIS UUUUMEN I , MAHKEU WI I H AN UHIGINAL 81GNA I UHE ANU SEAL SHALL BE UUNSIUEHEU I U BE VALIU, I HUE UUMES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND.dwg- August 26, 2013 - Victoria Robb
A I
B GENERAL NOTE: C
-9,pA EXISTING 308.0 LF OF 8" PVC @ 0.89% r�EXIST MH 1906
1. CONTRACTOR SHALL CONFIRM LOCATION OF
�'� /� �j jj \ \j' PROPOSED MH 1 HERDSMAN EXISTING SERVICES (CCTV INSPECT TO BE SURE XIST
A
INVE TMI j I I # \ ESMT
6' DIA FLAT TOP MH
STA 3 +13.51 i
_ LATERALS ARE NOT CONNECTED) BETWEEN MH
- 1895 TO MH 1902 PRIOR TO REPLACING SEWER.
v
� \ 20' �
NC �T 08706 P `j
�
RIM EL= 212.84
� THESE SERVICES ARE NOT INCLUDED IN
\
j� j'�
'`�,• \\, �LF�
A= 39 °24'42" RT
QUANTITIES.
\\
� G'� �' �'ftft' \ 3 +00 �
TEMPORARY ROCK SILT
/ \ —
O \
\ F \ ,c CONNECT r}
2 +00 EXISTING 8" PVC \
CHECK, TYPE B (CHECK DAM)
NOW O FORMERLY /
PROPOSED 255.1 LF 36" DIP@ 0.12%
2. DOGHOUSE MANHOLE INSTALLED WITHIN THE
\\ EXISTING EASEMENT FOR BYPASS PUMP � (ALT1: C905 PVC / ALT2: FRP, SN46)
+00 SAN SEWER PIPE \
f ��
/
WILSON, /
�f��� R ERE Y CONVENIENCE AS DOWNSTREAM MANHOLE IS
0 +31.42 TO PROPOSED MH \
//,A,
�� vv� D�
\
DB 140 PIS 8 /
1 ( "11.... ij....SONN j....j.... 4x\ LOCATED ON THE OPPOSITE SIDE OF NEW FALLS FORMERLY
f.. .� i
'1739291368 /
s OF NEUSE ROAD. CONSTRUCT MANHOLE IN CITY � RALEIGH
j � j
EXISTING 24" PVC SAN \
w� `b�
SEWER PIPE TO REMAIN LS O - 1
O iC` CR2 ....
SM -1 /
/
SlXQ
ADVANCE OF RICHLAND CREEK INTERCEPTOR. C!"O REAL ESTATE OFFICE �A
`° ) MANHOLE RIM ELEVATION FOR PROPOSED MH 1A IS 08209
j..j:: j 1497 REMOVE AND DISPOSE
APPROXIMATE. CONTRACTOR SHALL CONFIRM
,9
EXIST MH 1890 EXISTING 282.1 LF OF 24" PVC @ 0.13% \
�'`} \ "�
/
2�6 Q TEMPORARY
2� /
IN `j a`j OF EXIST PRECAST
ROCK SILT EXISTING GRADE AND ADJUST MANHOLE RIM TO •
1 ABOVE EXISTING GRADE. MANHOLE, TYP
1 m
\ � "s �- u °i PROPOSED MH 1A
2 CHECK,
-FOOT
TYPE B (CHECK DAM, �� _
u,.. 5' DIA DOGHOUSE r ?
...... /
u "" �'� O�
k�0 .. .
EXIST MH 1900 PROPOSED MH 2 PROPOSED 10 TEMPORARY 9 p
FLAT TOP MH W/
3 � �A ��
WATERTIGHT FRAME
O '`b
`� A% t
EXIST MH 1931
6' DIA FLAT TOP MH CONSTRUCTION EASEMENT �. N �
3
.o
&CAM -LOCK COVER
L /
m.. / ......._ }i.
STA 5 +09.72
'RIM EL= 207.69 UP
STA 2 +93.51
AAA tiC qT
r� �
\ O�,
CLEAR & GRUB [(1
08 °19'38" LT N
\ .o cc RIM EL= 217.50
F-�
,
\, ��� \
A=
,S7 .z
'iQQ TEMPORARY ROCK SILT N
/�O
0 N"_f/ c� G� (SEE GENERAL NOTE 2)
�!�
T
k00
'
CHECK, TYPE B (CHECK DAM) EXISTING STREAM
C ti CONNECT
�� pc EXISTING 24" PVC
�` SAN SEWER PIPE
�"
�� 53 LF SILT FENCE
- x, BUFFER ZONE 2, TYP -
- PROPOSED CENTERLINEk
OF DITCH ELEVATION 204.19
TO PROPOSED MH
\ EXIST MH 1895
3� PROPOSED CENTERLINE
ti .:
EXISTING w �i s A61
DRAINAGE N
2p6 p DITCH.. ,a 935\'Fp,\.�2.F� dV PROPOSED MH 4
i ��
OF DITCH ELEVATION 207.46
' 48 LF SILT FENCE EXIST MH 1902 - S�02Q�G 6' DIA FLAT TOP MH
�T O
' CR °'
PROPOSED 10' TEMPORARY
CONSTRUCTION EASEMENT
\ /A
\ "' :' CLEAR & GRUB m� SOP G93!c� / STA 9 +46.52
B 1 -T P IP�N -' �� /
f / RIM EL= 206.92
A SM -4 A= 03 °08'20" RT
SEE SHEET 43 FOR
CROSSING
2 4
ROA
REQUIREMENTS,
TYP � '�
S 205 -
�• ,•.. , � _ EXISTING /
: ,,, ...— nth /
''-•,...+. `� ".
s PROPOSED 196.2
\ Q
�� ° ,..
LF 36 DIP@ 0.12%
�' 1 4V .w,.. «. --5Ei
/ / CITY OF RALEIGH
B1 -P
\ �I
40' UTILITY EASEMENT
°s B1 -T 3g „M w'' B1 -T n c -- - - - --- -_ __ --
p wf%
—
s
r,
EXISTING DRAINAGE SM 2 j) o� 'w, ... @0 7 ° i / / - ��� 228 LF SILT FENCE
DITCH TO BE REALIGNED SM 20 R
SEE TYPICAL SECTION
-3 /
' .t” 1 / CLEAR & GRUB
} LPNO
O
.. /
\
TEMPORARY ROCK SILTJI
CHECK, TYPE B (CHECK DAM)
\ B1 -P` �% / �` EXISTING STREAM 81' /
/ BUFFER ZONE 1, TYP
• '"
UIP
PROPOSED CENTERLINE rt ...... ._..... .... ... _ EXISTING STREAM, TYP 0L w.
OF DITCH ELEVATION 202.36
N,
g1 -T`�
200 LF SILT FENCE -
/
LIMIT OF DISTURBANCE,
DISTURBED AREA= 0.91 AC
��
/� CLEAR &GRUB NOW 1,
EXISTING STREAM, TYP / SEE SHEETS G3 AND G4
PROPOSED MH 3 �y ���'� A E COMMERCIAL �' ERCIA LLC
�
N• PROPOSED CENTERLINE
OF DITCH ELEVATION 201.19
T 6' DIA FLAT TOP MH FOR CONSTRUCTION CRAIG
STONE OUTLET, TYP / v,r . h,P�'�AI G j [ :: ((" .j .j ...I �.s I"
"9 ACCESS ROUTE
.'•
STA 6 +52.97,
TEMPORARY SEDIMENT RAP OUTLET A C� RIM EL= 206.02. "'C
O O A= 49 °35'45" LT PIN "1 ��v 0,3@ 0
WITH A SEDIMENT STORAGE AREA T
90--
2
2
TOP OF BANK TOP OF BANK CN
_ . w SLOPE SLOPE _w. ww.. aw....w.. w w w
~O
224
TIE TO VARIES w w z VARIES TIE TO Q w_ Q> z N
EXISTING 2. / 21 EXISTING _ w ° N Q
GRADE GRADE 0 T_ T_ (6� w
z
w
1-
4� C7 0U��° �
REFER TO STABILIZATION Uwn O d F O M" °' �� w
MAIN DITCH 3 .......... ...........................000 ��J��
w _
� w z
Q J U .......
=�w�O.:...w�oo
od
w ........ ............................................................................................................................................ ...............................
220
SIDE DITCH 2' TABLE ON SHEET 42 FOR w Q Q" w z O w
LINING REQUIREMENTS o J Q U >>
p wC'1 z M
= U Q ""
Q Y w
_ a U z io
TYPICAL PROPOSED DITCH SECTION �����zz�
p= r`
~�?Y��������
: "��w~
NOT TO SCALE
UnJw000�N�N 0
�Q ~�w0+_j p
��(�0Q (Om (o N
~W CN �w
z
Oo�vinQQ� »»
wZo�°tsZ_wwn�zzzz
rn ...........:.
Upi WOw6N ; �w
>LnwzO�
w
216
wQQ
^
EXISTING GRADE ALONG
w � U Q � z z_ > EXISTING 100 YR FLOOD ELEV
Q
= w z Zo
212
s'` { PROPOSED SAN SEWER
PROPOSED GRADE ALONG
PROPOSED SAN SEWER ............
ALONG PROPOSED SAN SEWER
_ (Y w Z (O
: ``' O M ,
.......................... = O = U " .............. ...............................
>
d O M
2 O_ C� Y a"' C LO
0 U ,0 (o °
_
212
'1#
C7 00
U rn �'
wQ � O °rn u
J
N- ~
1:
0 Q ....................
�...J...m� _ m
_ N
�•.�+
�_ QQ...wz O
_ _
. Ow
wQ�Q`°wz O
o
OQ
w °��U -»
— —
I '.
0 U :
w Zo °2S U > ? REMOVE AND DISPOSE
208 ............................ ........ ............................... ... ...............................
.........
.......... ......... ................ ............................... ..... ............................... OF EXIST PRECAST
MANHOLE, TYP
................. .......
�#
208
�
:SEE SHEET 43 FOR CR
CROSSING
REQUIREMENTS, TYP
i
EXIST MH 1890
j \
EXIST MH 1900 EXIST MH 1931
204 ......... .............................................................. ...............................
.. .. .................. ...........
j EXIST MH 1895:
............................:.. l . ......... ............................... ............................................................................... ...............................
EXIST MH 1902..
.
204
REMOVE AND DISPOSE OF j
j
EXISTING OF 18" PVC j
200 ........................... ........ ............................... ... ...............................
I.. ........................
�
............................. ......... ......... ................... ................... .....
i i
����� << �� � PROPOSED 293.5 LF 36" DIP@ 0.12%
I. .I .................
i I
200
„ o``
• EXISTING 262.1 LF OF 24" DIP @ 0.13%
I �� �� � „
.
�` PROPOSED 196 2 LF 36
o 143.3 LF 36 DIP 0.12 /o ALT2: FRP SN46
� � < <� � � � << << <, PROPOSED @ (ALT1: C905 PVC / ) ,,�
DI 0 12 0 ` �`
APR
196 .........................:.......................................:.........:. ........:.........:.........:..
:
......... .........:.........:.........:...................:.........:.........:........
...........:................... .................:.. ................... :.......... .........:..............
REMOVE AND DISPOSE OF
.........
196
EXISTING OF 18" PVC PROPOSED 255.1 LF 36" DIP@
0.12%
(ALT1: C905 PVC / ALT2: FRP, SN46)
REMOVE AND DISPOSE
OF
EXISTING OF 21" PVC
SCALE: HOR 1"=40" VERT 1"=4'
192
192
END OF BORING
00 ELEV= ±190 co n
U0
(6
O
r 4 B -30 6 �
0 O O O O
O
N
0 +00 1+00 2 +00 3 +00 4 +00
5 +00 6 +00 7 +00 8 +00 9 +00
10 +00
A I
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UUI'YHIGH 1 U, W. K. UIUKSUN & UU., INC. ALL HIGH IS HESEHVEU. HEI'HUUUU I IUN UH USE OF I HE UUN I EN IS OF I HIS UUUUMEN 1; AUUI I IUNS UH UELE I IUNS I U I HIS UUUUMEN I , IN WHULE UH IN PAH I , WI I HUU I WHI I I EN UUNSEN I OF W.K. UIUKSUN & UU., INC., IS FJHUHIL31 I EL). UNLY UUMES FHUM I HE UHIGINAL OF I HIS UUUUMEN I , MAHKEU WI I H AN UHIGINAL 81GNA I UHE ANU SEAL SHALL BE UUNSIUEHEU I U BE VALIU, I HUE UUMES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND.dwg- August 26, 2013 - Victoria Robb

PROFESSIONAL SEAL
FULL SCALE: 1"=40
0 40 80
nm
2" = FULL SCALE
1 " = HALF SCALE
PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
2
PROJ. NO.:
20110061
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND.dwg- August 23, 2013 - Victoria Robb
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND.dwg- August 23, 2013 - Victoria Robb
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND.dwg- August 23, 2013 - Victoria Robb

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PROFESSIONAL SEAL
FULL SCALE: V=40
40
0 40 80
2" = FULL SCALE
1 " = HALF SCALE
PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
3
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A I B I C
228
224
220
216
212
W:
204
200 + .... ■.. ..... I ... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... : ......... :....... + 200
196
POSED 111.5 LF 36" DIP@ 0.33%
SCALE: HOR 1"=40'- VERT 1"=4'
N N N O O CD
N N N N N co]
N
196
30 +00 31+00 32 +00 33 +00 34 +00 35+00 36 +00 37 +00 38 +00 39 +00 40 +00
A I B I C
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND.dwg- August 23, 2013 - Victoria Robb
3
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- /_ SEE SHEET 43 FOR CROSSING
�r REQU|REK4ENTS.TYP
- _ ------
| ~^~ ~ ~
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RA[ El(��� CITY OF ~ �
C/O REAL ESTATE OFFICE
~~ �
EXISTING STREAM
7—BUFFER ZONE 2TYP
DDPYRGHTC.W.K.D|ChSDN&CD..INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUTWRITTEN CONSENT OFWX DICKSON & CO., INC., IS PROHIBITED. DNLYCDP|EG FROM THE ORIGINAL DF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATUREAND SEALSHALL BE CONSIDERED TO BEVALID, TRUE COPIES.
FILE NAME: L:\Pnojoots\RALUT\2O11OO61OORA\CADD\P|anGot\2O11OO61 GHT R|CHLAND.dwg`August23.2O13 Victoria Robb
3
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PZI I R
091-1
09%
PIN;]
224
220
216
— — — -- — — — — — —
. ........................... ......... ........ ......... ;--- ---
212 . ...... ...................................................
PROPOSED 421.9 LF 36" DIP@ 0.28% — — — — — — — — — —
— — — — — — - — — — (ALTI: C905 PVC / ALT2: FRP, SN46)
ON
— — — — — — — - — — -
.........................
................ PROPOSED 327.6 LF 36" DIP@ 0.05% ......
(ALT1: C905 PVC / ALT2: FRP, SN46)
SCALE. HOR 1"=40'- VERT 1"=41
PROPOSED 84.0 LF 36" DIP@ 0.12%
Cd 00 00 0) 0) 0) 0
N rE 'C"4: 'C'] CC4� CC4� Cr*�4 C4
50+00
51+00
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52+00
53+00
54+00
55+00
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57+00
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ELEV=210.99
EXISTING 15" VCPJ STA 59+88.29=
SAN SEWER TO ELEV=211.20
BE ABANDONED
PROPOSED 80.9 LF 36" DIP@ 0.12% -J
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FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set\20110061 SHT RICHLAND 2.dwg-August 23, 2013 - Victoria Robb
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FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 2.dwg- August 23, 2013 - Victoria Robb

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- CRENSHAW OUTFALL,
SEE SHEET 1
GENERAL NOTE:
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1. TEMPORARY RIGHT -OF -WAY FENCE SHALL BE PROVIDED TO SAFEGUARD RIGHT OF
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FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 2.dwg- August 23, 2013 - Victoria Robb
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PROFESSIONAL SEAL
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PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
9
PROJ. NO.:
20110061
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
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A I B I C
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PROGRESS/ DUKE ENERGY NOTES:
1. CONTRACTOR SHALL COORDINATE WITH PROGRESS/ DUKE ENERGY,
ENCROACHMENT REPRESENTATIVE PRIOR TO CONSTRUCTION IN PROGRESS/ DUKE
li.i
ENERGY EASEMENT TO VERIFY LOCATION OF POISE/ GROUNDING GRID.
CONTRACTOR SHALL BE RESPONSIBLE FOR REIMBURSING PROGRESS/ DUKE
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FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 3.dwg- August 29, 2013 - Victoria Robb
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ADJACENT TO AND UNDERNEATH THE OVERHEAD CONDUCTORS AND TOEACH
TRANSMISSION STRUCTURE FOR PROGRESS/ DUKE ENERGY TOPERFORM
ROUTINE MAINTENANCE AND EMERGENCY REPAIR.
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FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set\20110061 SHT RICHLAND 3.dwg-August 23, 2013 - Victoria Robb
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1. CONTRACTOR SHALL COORDINATE WITH PROGRESS/ DUKE ENERGY MINIMUM OF ""' "" "" " ""'" "" " "' "' U 0 � iZ.) i I �'°`,-,j � 0 U f
PROGRESS/ DUKE ENERGY NOTES: 60 DAYS PRIOR TO SEWER INSTALLATION TO SCHEDULE CREW TO FACILITATE GUY j: 1841015162
WIRE ANCHOR REMOVAL, HOLDING OF POLE, AND REINSTALLATION OF GUY WIRE — — _ — TB
1. CONTRACTOR SHALL COORDINATE WITH PROGRESS/ DUKE ENERGY ANCHOR. GUY WIRE ANCHOR REMOVAL, HOLDING OF POLE, AND GUY WIRE — TB / ��
ENCROACHMENT REPRESENTATIVE PRIOR TO CONSTRUCTION IN PROGRESS/ DUKE ANCHOR REPLACEMENT SHALL BE COMPENSATED BY ALLOWANCE., M Tg \ _ Tr) —
ENERGY EASEMENT TO VERIFY LOCATION OF POISE/ GROUNDING GRID. 2. EXISTING PIPE BETWEEN MH A000610 TO MH A000608 TO BE ABANDONED IN PLACE
2 CONTRACTOR SHALL BE RESPONSIBLE FOR REIMBURSING PROGRESS/ DUKE
ENERGY FOR THE COST OF ANY REPAIRS IN EVENT POISE/ GROUNDING GRID IS (GROUT OR FILL WITH PLOWABLE FILL). CONTRACTOR SHALL REMOVE ANY
DAMAGED DURING CONSTRUCTION. DISCOVERY OF POISE/ GROUNDING GRID I I ABANDONED SEWER THAT IS IN CONFLICT WITH THE EXCAVATION OF SEWER
SHALL BE COMPENSATED BY ALLOWANCE. IMPROVEMENTS AND PLUG ENDS OF PIPE THAT REMAIN. 268
2. ACCESS TO ELECTRICAL FACILITIES MUST BE MAINTAINED AT ALL TIMES. AN 3. MANHOLE RIM ELEVATIONS FOR PROPOSED MH -71A AND MH -71 BARE w
CONTRACTOR SHALL CONFIRM EXISTING GRADE AND ADJUST
UNOBSTRUCTED, LEVEL AND 30 FOOT WIDE ACCESS WAY MUST BE MAINTAINED APPROXIMATE.
MANHOLE RIM TO 1 -FOOT ABOVE EXISTING GRADE.
ADJACENT TO AND UNDERNEATH THE OVERHEAD CONDUCTORS AND TO EACH z l W z �
TRANSMISSION STRUCTURE FOR PROGRESS/ DUKE ENERGY TO PERFORM :.........:. �...:... ..:.........:.........:.... p....: i° ..:.........:.........:.........:.........:.........:. ........:.........:.........:.. .
ROUTINE MAINTENANCE AND EMERGENCY REPAIR. °� � m z = 0 = v `. o 264
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3. REFUELING OF EQUIPMENT INSIDE PROGRESS/ DUKE ENERGY EASEMENT IS _ U z W Z a � �. _ - _ w a W O + N M ii
PROHIBITED. ���>� r`oi�� = w D 0 z..00= � m�� >�� ioz M �LOIjz_0
�O=p�a,L,"r` N ��� >02 i0z — 2W =pU�a°oo''°�° o po�Ua�»
4. PROPOSED MANHOLES WITHIN PROGRESS/ DUKE ENERGY EASEMENTS SHALL p U ``' "' 11 o O Z `"' 0O "' 00 O - > ~ — 260
........................................... ............................... o W � m M > ....................... = O = U a O O `� `� o . ..................... �.....� Y 0 r` O (0 N 00 ............ 0 O > o6 (n Q' Z Z ...:................................................... ...............................
MEET THE FOLLOWING CRITERIA: W a U z+ N M N w ~ Y o `° ry� N ao Z o Q' U 0 o N 00 11 N
4.1. MANHOLES WITHIN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT. p i O w J N I j W v� o°'0 00 00 11 N: cn J W_j o Q+ N N N p L'o
4.2. MANHOLES OUTSIDE OF PAVED AREAS SHALL BE 3 FEET ABOVE EXISTING o a a J> W z O~ 0 J 0 o a �? N N N 0 W Q W J Z Z
O o o a >> z O w a W o LO �� �� a� a o z w-- o O REMOVE AND DISPOSE
GRADE AND PAINTED WITH A BRIGHT COLOR. EXISTING 100 YR FLOOD ELEV 0- � Q U z z > 0 Q � a o z — w z z o O o , U u— > > > >
ALONG PROPOSED SAN SEWER U z z z z z o o o� z w w z z z Z ST
256 .................................................................................. ............................... ......................... ................................................ . ............................... .. ..................... ............................... - ...... �......................... 256
F MANHOLE TYP
.... .,....mm
rl
#I:
----------- ..... .......... . .......... ..........
.. :
;,.
252 .......... w .....:.................................................. .:.........:................... .... ............... ...................................... ............................... 252
.......... __ ..... .
SEISMIC SEISMIC
REFRACTION REFRAC TION
�
EXIST MH A000608 SEISMIC SEISMIC
SEE SHEET 43 FOR CROSSING I I CTION
(ROCK) (ROCK)
EL EEVK ±249
REFRACTION
REQUIREMENTS, TYP I (ROCK REFRACTION
(ROCK)
I ELEV= ±248 ELEV =_249
. ...................... .................. ...... ............................... ............... ....................... ............................... .......... ................. .................................. ............ ±..................
248 248
EXIST MH F010474 EXIST MH A000609 II
40 LF OF EXISTING 12 END OF BORING
CONCRETE ENCASEMENT I I
TO BE REMOVED I (PWR) ELEV = ±241
� B -18
I I REMOVE AND DISPOSE OF
244 .....................: ............. .................................... ............................... :............................ ............................... ..... ..:................. .:.. ... ........................................................................ ............................... 244
1 AUGER REFUSAL I EXISTING OF 15 VC
P
ELEV = ±240
B -17 I I
��`` ���
N ` °
PROPOSED 310.2 LF 36 DIP@ 0.30 /0 a <<
e
�Jf�f �f
a*'a*'a4'f ' J' J' i
°
o /°
240 0.3 240
`OPO
SE
D1
3 LF
36
D
F <<
0.19%
PROPOSED 1753 LF 36 DIP@
PROPOSED 395.7 LF 36" DIP@ 0.10%
SCALE: HOR 1 =40'; VERT 1".=4' LPROPOSED 52.1 LF 36" DIP@ 0.30%
236 236
00 N c0 0 O 0) O c0 N In
N N N N N N N N N N N N
150 +15 151+00 152 +00 153 +00 154 +00 155 +00 156 +00 157 +00 158 +00 159 +00 160 +00 160 +40
I B
A I C
DOPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 4.dwg- August 29, 2013 - Victoria Robb
3
-2
1
PROFESSIONAL SEAL
FULL SCALE: V=40
40
0 40 80
2" = FULL SCALE
1 " = HALF SCALE
PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
16
PROJ. NO.:
20110061
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PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
16
PROJ. NO.:
20110061
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PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
16
PROJ. NO.:
20110061

3
PROGRESS/ DUKE ENERGY NOTES-
1
A I B I C
CONTRACTOR SHALL COORDINATE WITH PROGRESS/ DUKE ENERGY — —
ENCROACHMENT REPRESENTATIVE PRIOR TO CONSTRUCTION IN PROGRESS/ DUKE
ENERGY EASEMENT TO VERIFY LOCATION OF POISE/ GROUNDING GRID.
CONTRACTOR SHALL BE RESPONSIBLE FOR REIMBURSING PROGRESS/ DUKE
ENERGY FOR THE COST OF ANY REPAIRS IN EVENT POISE/ GROUNDING GRID IS
DAMAGED DURING CONSTRUCTION. DISCOVERY OF POISE/ GROUNDING GRID
SHALL BE COMPENSATED BY ALLOWANCE.
2. ACCESS TO ELECTRICAL FACILITIES MUST BE MAINTAINED AT ALL TIMES. AN
UNOBSTRUCTED, LEVEL AND 30 FOOT WIDE ACCESS WAY MUST BE MAINTAINED
ADJACENT TO AND UNDERNEATH THE OVERHEAD CONDUCTORS AND TO EACH
TRANSMISSION STRUCTURE FOR PROGRESS/ DUKE ENERGY TO PERFORM
ROUTINE MAINTENANCE AND EMERGENCY REPAIR.
3. REFUELING OF EQUIPMENT INSIDE PROGRESS/ DUKE ENERGY EASEMENT IS
2- PROHIBITED.
4
1
,:107101►ym19l►TiUl011:[0]1*ST lII:11011W0e : 1m B&f A9191: 1 8m1 ►1m1:ZH'dm_FymI►Tilm101101Rya_1II
V 1r,% 1VG'JJ.`TI
RIM EL= 252.20 °
A =16 °11'12" LT
MILLS, J01 ....IN G. III &JOANNA S
F6KINE, SUZANNE 1r
DB 11517, PG '1357
[::'IN, 1841015162
MEET THE FOLLOWING CRITERIA: U
4.1. MANHOLES WITHIN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT. o
4.2. MANHOLES OUTSIDE OF PAVED AREAS SHALL BE 3 FEET ABOVE EXISTING C)
GRADE AND PAINTED WITH A BRIGHT COLOR. w w Q
T_
Q zz M �2� w W U
264 > .....� ...... ......... ......... ......... ......... ......... T o = o O co N (n Q CD 0_ T O N r-
0_ ~ O M (� U 0� N MO N O II ^=
2 2 .� W Lo N = w o =O — yarn rncNM X LD
�pOYc`irn�NO oQ�Y��,����Nw EXISTING 100YRFLOODELEV ��w> _ UNN"'� w
o �,� J w U Z N N N N J ALONG PROPOSED SAN SEWER o_ O N Q O °' "' u + 04 �QwO°+°NO� a :�u_QOJ >owZZD� �OC� �no� ZW� 1°o 11
U) i J Q ' -- O — Y O N W J W J O J 0
O W Q J N Q Z >> > z: : 0 ~~ U O �� N r- W Q> t N � Q U z O
W Q Q W— O : 0_ (O > U Q (n Q' Z Z Z >: J W O t N� II W O N M— 0 —> >
260 OE U � 2 > > ...... ................... ................... .... .... .. ...... ................... ................... ................... ................... ................... .......................... . ................... .. O u- ~ J O J N 0 O 2 U N M W ; S .6 W' Z_ Z_
a_(0 .scnE?? wo Q
w?O p=2 =Y 'It
� W U C9 U
O N�n� N.
Q'_ U' —Z Z H + N� II
mm . ......
... ....... . ....... 11 CN
_ .. ......._ ... ..........
. ........ ..... . .. ........ _ _
256 :........... ....... ......:.........:.........:...........................................................:.........:.........:.........:.........:... ............................... ................... .................... ..............................:
EXISTING GRADE ALONG
PROPOSED SAN SEWER
F
rf1
d rti
f
w
=mow wz:;t 268
�w>
12O (0N I�
YoCNo N N � w
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� w+N �
J_ , m II N N H Un= a� w W
(0 _j >..... 264
CD
U Q > >> Q O O rn
0t U_)EZZ Z :2 M � —Y rn LO
CL dim � Q w 0- N LO N
Z LL Q O J
w z O
-
.....:... ........... ...;x P � >> 260
:
�' :......... ....... - - - -- ..... 256
%.
z SEE SHEET 43 FOR CROSSING
CL W: EXIST MH A000606
REQUIREMENTS, TYP
252 ....... ......... ............. ......... ..... ...
u
160 +40 161+00 162 +00 163 +00 164 +00 165 +00 166 +00
A I B
167 +00
168 +00
169 +00
C
252
pzf:3
pzE
ll
pzW
0091:1
170 +090 +20
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 4.dwq- Auqust 23, 2013 - Victoria Robb
3
2
1
EXIST MH A000605'
I
I I
248
REMOVE AND DISPOSE
I . .......................... OF EXIST PRECAST... :..
EXIST MH A000606 -A
........... .... ............. . :.........:... ......:.........:.........:....
.
MANHOLE, TYP
I
REMOVE AND DISPOSE OF
REMOVE AND DISPOSE OF
EXISTING OF 15" TCP
m I
I I
EXISTING OF 15" VCP
EXISTING 172.3 LF OF 24" DIP @ - 0.04% I I
244
.:I
.... ................... ..................................................
............................... =. ............... ...............................
.... .
....... ......................
...................._
PROPOSED 465.2 LF 36" DIP@ 0.40%
�=
(ALT1: C905 PVC / ALT2: FRP, SN46)
PROPOSED 155.1 LF 36" DIP@ 0.30%
EXISTING 18.2 LF OF 24" DIP @ 2.47%
(ALT1: C905 PVC / ALT2: FRP, SN46)
EXISTING 103.3 LF: OF 24" DIP @ 0.76%
EXISTING 20.0 LF:OF 24" DIP @ - 0.04.%
240
:.......... ............................
.........:......... .........:......... .........:......... .........:.........:......... .........:......... .........:.........
.........:......... ................... ................... .........:......... .........:......... ...................
....._
END OF BORING
. . . .
ELEV= ±237
. . . .
.
R -9
SCALE:: HOR 1 " =40'; VERT l.'=41
�:::::
,....
�:
236
U-)
O
00
'd-
00
END OF BORING N
In
00
o
co
C3
o
ELEV= ±236 Cv
N
4
N
LO
N
LO
N
u7
N
u7
N
u')
N
B -1 9 U)
N
0
N
In
N
U)
N
In
N
0
N
160 +40 161+00 162 +00 163 +00 164 +00 165 +00 166 +00
A I B
167 +00
168 +00
169 +00
C
252
pzf:3
pzE
ll
pzW
0091:1
170 +090 +20
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 4.dwq- Auqust 23, 2013 - Victoria Robb
3
2
1

3
2-
1
A I B I C
272
268
264
260
256
252
248
244
240
236
234
LC
0`
316
3
GENERAL NOTE: w SELECTIVE TREE REMOVAL NOTE:
272--- � 1. SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
1. CONTRACTOR SHALL RESTORE FAIRWAY, TEE BOXES, GREEN, CART PATH EXISTING GRADE ALONG
AND LANDSCAPING AREAS BACK TO EXISTING GRADE. w PROPOSED SAN SEWER BE MADE FOR SELECTIVE TREE REMOVAL AS IT SHOULD BE PART OF CLEARING
AND GRUBBING.
� 296. .296. .3.12. 312
2. SEE SHEET G2 FOR PASCHAL GOLF CLUB SPECIAL PROVISIONS. _ w w w EXISTING GRADE ALONG
00 LL r- >O Zo M Q °o ? PROPOSED SAN SEWER
3. FILL WITH SUITABLE MATERIAL AND PROVIDE 6" CONCRETE PLUG FOR PIPE 2 O = U 268 2 w � w — 2
�f- -Y� -M W p U- + - U)
INLET/OUTLET. DISPOSE OF MANHOLE COVER AND PROVIDE 6" MINIMUM p U 'It 0i "t LO # 00 > O Zo = �-
CAP TO SEAL STRUCTURE. w Q w O+ N N Q = w= U I_ M
�� N
0QQ��wz� 292 . . . . . . . . . . . . . . . . . . . . ����. . . . . . . . . . . . 292. .3.08. . . . . . . . . . . . . . . . . . . . . .o����N��� . . . . . . . . . . . . .
308
_ Q W~ O N W 0' � p N- N
�p >�U>> T_ 0— 00 U) _j W O°+O CO NN
d� > o2S(n Q'Z Z �� YN �N O W Q �r- J II II
.26.4. w � UN oo N dQ wz z Q
W Q W O+ N� II � p U 2> >>
0 Lo 11N~
c�n OQ�QQWZ0 w�n�°rscn�zzz
w w o °I° 288 � p U� 2> z 288.--.304 304
2w zW� 60 r 0-zo .scn�__
I� U) 0
=p�w������ ,O� r
Oz = _ Y M N °r° °r° co EXISTING GRADE ALONG
W O w 0 O+ N CD 00 N PROPOSED SAN SEWER
UO F� S
Q p O , r- II N N D X23°' 1 f. 284. 284. 3.00. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 300 _j 11 WQ� -< WzZ O Q ��r r } }}
p J > QO r
w � w � .6 U z z z QQ. f. AUGER PROBE BORING
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . } }. (AUGER REFUSAL)
1 ELEV= ±257 -
6
f f SR -7
280. O\Q }; . . 80 2 t .{ 296
t f r t f tf f PRO f 57 2 f I .
$A%
REMOVE EXISTING 8" TCP DI@ AUGER PR
OBE BORING
. . . . . . . . . . . . . . . . . . 25.2. TO EXISTING MH F010029. . 5 LF OF (BORING TERMINATED)
7 7_17 POSED 2 ELEV= ±291 PLUG END OF 8" TCP
# TOWARDS EXISTING OQ� ;` r AUGER PROBE BORING f SR -20
# 36% 27 . . . . . . . . . M F010030 WITHIN LOD. Q� r .{ .;' . 276 2(BORING TERMINATED) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 292
r # OF 16 DIP @ ` 'r ELEV= ±274 1 SEISMIC
# PROPOSED 209.1 LF r {` ?. SR -14 615 °j° REFRACTION r .
............................... ..........................24.8. ROCK j
AUGER PROBE BORING AUGER PROBE BORING
(AUGER REFUSAL) (BORING TERMINATED)
ELEV= ±242 ELEV= ±244
SR -2 SR -6
.................. ............................... x..................24.4.
AUGER PROBE BORING AUGER PROBE BORING
(AUGER REFUSAL) (BORING TERMINATED)
ELEV = ±240
SR -1 ELEV= ±241
SR -5
. . . . . . . . . END OF BORING . . . . . . . . . . . . . . . . . . . . . . . . . . . j .240
ELEV= ±238 AUGER PROBE BORING
�R -10 (BORING TERMINATED) AUGER PROBE BORING
ELEV - ±237 (AUGER REFUSAL)
j SR -4 ELEV = ±261
SR -8
AUGER PROBE BORING x�
. . . . . . . . . . . (BORING TERMINATED) . . . . . . . .%% /r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 236
ELEV= ±236 SCE: HOR 1 " =40' VERT .1 " =4'
SR -3
170 +20
r ( ) /
ELEV= ±288
i` ' r F AUGER PROBE BORING
272 AUGER PROBE BORING 272 288 �, '{ A-:--(BORING TERMINATED) .
{ (AUGER REFUSAL) r . AUGER PROBE BORING '{ 1\—(BORING ELEV= ±289
SR- 1 +270 /% (BORING TERMINATED) OQp`��O{ }r SEISMIC SEISMIC SR -19
ELEV _271 � REFRACTION REFRACTION AUGER PROBE BORING SR -13 {(ROCK) (ROCK) TERMINATED)
ELEV= ±283 ELEV = ±283 llrr
ELEV-
±287
. 268 . . . . . . . . . . . SR -18
O F
AUGER PROBE BORING SEISMIC
23g$\1, (BORING TERMINATED) REFRACTION
5 O rr ELEV = ±268 ELEV 0+_281 AUGER PROBE BORING
OQO .r, ,{ r . . SR -12 . . . . . . . . . . . . . . . . . . 7_(BORING TERMINATED . . . . . . . . . . . . . . . . . . . .
264 Q� r AUGER PROBE BORING 264 280 )
(BORING TERMINATED) ! ELEV= ±282
{' }r ELEV= ±261 AUGER PROBE BORING ' SR -17
1 - - SR -10
(BORING TERMINATED)
ALE: HOR 1 " =40'; VERT 1 " =4' ELEV = ±277 SCALE: HOR 1"=40'- VERT 1"=4'
SR -15
AUGER PROBE BORING AUGER PROBE BORING
(AUGER REFUSAL) o (BORING TERMINATED) It - n
ELEV = ±263 N N ELEV = ±280 p N N N N SR -9 SR -16 M M
171 +00
0
172 +00
173 +00
174 +00
175 +00
176 +00
177 +00
178 +00
179 +00
c
::
:m
:E
276
180 +00 180 +40
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 4.dwg- August 27, 2013 - Victoria Robb
1
PROFESSIONAL SEAL
FULL SCALE: V=40
40
0 40 80
2" = FULL SCALE
1 " = HALF SCALE
PROD. DATE: MAY 2012
Q. C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
18
PROJ. NO.:
20110061
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Q.C. DATE: 01.07.2013
DRAWING NUMBER:
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20110061
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Q. C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
18
PROJ. NO.:
20110061

3
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A I B I C
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INTERCEPTED BY EXISTING MANHOLES ARE SHOWN ON PLANS. THESE SERVICES AND THOSE PRESUMABLY INTERCEPTED BETWEEN MANHOLES ARE
INCLUDED IN QUANTITIES. A TOTAL OF 8 SERVICES HAVE BEEN ACCOUNTED FOR ON THE NORTH SIDE OF SEWER MAIN.
6. SEE SHEET G2 FOR PASCHAL GOLF CLUB SPECIAL PROVISIONS.
324
W
z 7. SEE SHEETS G3 AND G9 FOR CONSTRUCTION ACCESS ROUTE. CD w
2 W (n Q
�� W> � � 2 wo Ill.- CO
~ .................. 8. REMOVE AND REPLACE EXISTING WOVEN WIRE FENCE ALONG WESTERN EDGE OF PROPOSED EASEMENT WITH APPROXIMATELY 100 LF OF NEW WOVEN ............:.............. .........................:..... w > + - U :......... 1 W W
ao _
......... ....... ..... =d 2 U ch O N = ..2 W .....W W 04
uj O- — y ry M WIRE FENCE. PROVIDE TEMPORARY BARRICADE FENCE ALONG TCE. = w0 = D o O 00 00 w > N Z
OQw0rnM00 N D��U °N�coo T- T-
0LL ~JONOJN ~ WQ W O�MOO C', O��U "1'04 0
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ATER LINE _ - 0- -
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INC.,
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 4.dwg- August 29, 2013 - Victoria Robb
3
2
1
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
FULL SCALE: V=40
40
0 40 80
2" = FULL SCALE
1 " = HALF SCALE
Oe PROJ. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
19
PROJ. NO.:
20110061
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20110061
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Q.C. DATE: 01.07.2013
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19
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20110061

A I B I
/ B-1 4-P J/ GSM -41
/ TEMPORARY
/ PROPOSED AERIAL BRIDGE MAT, TYP
/ CROSSING REPLACEMENT,
SEE NOTES 1 -4.
/ 142 LF SILT FENCE d
/ SEE DETAILS FOR TABLE OF
/ N/F STABILIZATION MEASURES.
340
2-
336
332
328
324
320
316
1 312
308
304
C"
M
C
GENERAL NOTES:
1. RE- ROUTED WATER NEEDS TO BE OPERATIONAL AND OLD LINE SEVERED/ ABANDONED
SELECTIVE TREE REMOVAL NOTE:
1. SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
BE MADE FOR SELECTIVE TREE REMOVAL AS IT SHOULD BE PART OF CLEARING
AND GRUBBING.
360
w
BEFORE ANY CONSTRUCTION ON SEWER BETWEEN MH 85 TO MH 91 CAN BEGIN. SEE
WATER MAIN RELOCATION PLANS. CONTRACTOR TO REMOVE ALL ABANDONED WATER
—2
REMOVE AND DISPOSE OF
MAIN THAT IS IN CONFLICT WITH THE EXCAVATION OF SEWER IMPROVEMENTS AND CAP
Z
ENDS OF PIPE THAT REMAIN.
336..........
2.
CONTRACTOR SHALL CONFIRM LOCATION OF EXISTING SERVICES BETWEEN MH F010050 TO
z
MH F010011 PRIOR TO REPLACING SEWER. SERVICES INTERCEPTED BY EXISTING
PROPOSED 136.9 LF OF 8" DIP @ 4.09%
MANHOLES ARE SHOWN ON PLANS. THESE SERVICES AND THOSE PRESUMABLY
z
�TL�L> W
INTERCEPTED BETWEEN MANHOLES ARE INCLUDED IN QUANTITIES. A TOTAL OF 8
W
SERVICES HAVE BEEN ACCOUNTED FOR ON THE NORTH SIDE OF SEWER MAIN.
DI
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . w
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3.
SEE SHEETS G3 AND G9 FOR CONSTRUCTION ACCESS ROUTE.
2
356
Qom. ww
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AERIAL CROSSING NOTES:
m
CD LPL > Z
0 Q � O(p N M Lo M
O
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1.
CONTRACTOR SHALL REPLACE EXISTING, UNSUPPORTED 4 INCH PVC AERIAL PIPE 3
C-0
CROSSINGS AT THE LOCATION SHOWN, WITH NEW 4 -INCH DUCTILE IRON PIPE ON PIERS PER
p
CITY OF RALEIGH SPECIFICATIONS AND DETAILS. SEE AERIAL PIPE CROSSING CONCRETE
C:)
w
Q ..
PIER DETAIL S -14 FOR FOUNDATION TYPE.
Cn
OQ >QQwZZ O
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2.
CONTRACTOR SHALL INSTALL THE NEW SERVICE LATERAL AERIAL CROSSING AT THE SAME
W N N
U) W + M N N II
J M M ?
APPROXIMATE SLOPE AS THE EXISTING LATERAL, BUT IN NO CASE SHALL THE SLOPE BE
=
EXISTING GRADE ALONG Q
PROPOSED SAN SEWER z w
LESS THAN 1.0 %.
m
352
352
LL rn J
wQ >
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3.
NEW LATERAL SERVICE PIPE SHALL BE INSTALLED AT ITS EXISTING SEWER TIE -IN AT MAIN
.
z0,°
o
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M
LINE, CROSS THE CREEK VIA NEW CONCRETE PIERS AND TIE TO THE FIRST UPSTREAM
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CLEAN -OUT ASSEMBLY.
= O = 0
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CONTRACTOR SHALL REMOVE AND PROPERLY DISPOSE OF, OFF -SITE, ALL EXISTING PIPING,
Yw
CU
MATERIALS AND DEBRIS.
SELECTIVE TREE REMOVAL NOTE:
1. SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
BE MADE FOR SELECTIVE TREE REMOVAL AS IT SHOULD BE PART OF CLEARING
AND GRUBBING.
360
EXISTING OF 8" VCP I
HAND AUGER BORING PROPOSED 36.8 LF OF 12" DIP @ 5.17%
" _ (AUGER REFUSAL) (ALT1: C900 PVC)
. . . ELEV = ±316 316
HA -6
EXIST MH F010047 -B
.. ........ ....................... ..........................31.2.
PROPOSED 205.6 LF OF 12" DIP @ 4.47%
(ALT1: C900 PVC)
w
—2
REMOVE AND DISPOSE OF
Q..
Z
EXISTING OF 6" VCP
336..........
.......
z
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PROPOSED 136.9 LF OF 8" DIP @ 4.09%
EXISTING OF 6 VCP
z
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W
+
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . w
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. . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . .
356
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352
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PROPOSED o
20' PERMANENT
CITY OF RALEIGH_--
p UTILITY EASEMENT
141 LF SILT FENCE
.z
PROPOSED MH 94A'
4' DIA FLAT TOP MH
STA 199 +82.07 _
,40 RIM EL= 353.63
A= 180 °00'00"
CO LIMIT OF DISTURBANCE,
p0 DISTURBED AREA= 0.28 AC
�rn I
I
v
�V I
ALTERNATE IN EVENT
PLUMBING CAN BE
REDIRECTED TO STREET
PROPOSED MH 95A
4' DIA STANDARD MH ONLY
STA 201+48.64
RIM EL= 376.59
A =29 °45'51" LT
(SEE GENERAL NOTE 6)
EXIST MH B005665
RIM EL= 376.59
INV IN= 369.07 (8" NE)
rte' INV IN= 368.90 (8" N)
t INV IN= 369.07 (12" E)
INV OUT = 368.90 (6" SW)
202 +00 EXISTING 8" TCP IS
' INACTIVE WITH PIPE PLUG
EXIST MH B005666
x, RIM EL= 379.24
INV IN= 370.18 (8" SE)
EXIST MH F010011 �, r g � � -�
w. INV OUT = 370.14 ( 8" SW s
EXIST PIPE TO INSTALL MH-
li.i
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REMOVE AND REPLACE 874 SF --
LO -
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OF CONCRETE DRIVEWAY
J PIA
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S TUB TOP 376.16
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221 W SUM AlOff
W
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R?Aff 0021M
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TO STREET
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- - - - - - REMOVE AND REPLACE 140 SF OF ASPHALT
NEW LOCATION
U w J
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N
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AND 253 SF OF MILL AND
1 -1/2" OVERLAY
OF LATERAL
O
AIL
U U
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EXISTING CURB INLET
w
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60' PUBLIC P I
"CPS LIMIT OF DISTURBANCE,
t'. DISTURBED AREA= 0.11 AC .�� m
REMOVE AND REPLACE 284 SF OF ASPHALT
AND 669 SF OF MILL AND 1 -1/2 "OVERLAY
90 LF SILT FENCE
��_ REMOVE AND REPLACE LANDSCAPING
PIPE PLUG, REMOVE 10 LF OF
O rn EXIST PIPE TO INSTALL MH
REMOVE AND REPLACE
SEWER JUNCTION BOX W/
PROPOSED MH 95E
4' DIA STANDARD MH ONLY
w n{ STA 203 +58.77
o RIM EL= 381.14
I RECONNECT EXISTING 3 -8" SEWER LINES
EXISTING SS BOX 3.3'X3.3'
II TOP 381.14
INV IN8 "N375.68
INV IN 8" E(N) 375.73
INV IN 8" E(S) 375.89
INV OUT 375.67
PROPOSED 37.2 LF 8" DIP@ 5.35%
REMOVE AND REPLACE
30 LF OF ROCK WALL
REMOVE AND REPLACE 10
LF OF 6" VERTICAL CURB
2 cn
372 . . . . . . . . . . . . . . . . . . . . . . 37.2. 3.88 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o � o Q z w cwn ao
p 0 ww =Q ILL WI- "t - °- o- °- o-°-o"t
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368 36.8. 3.84.. ... ... ... =w �wU) . . . ... . . ... . . .. Wow +°Oz�� a oQ JoQwzzzO
Q M II W M M E- Z� > >> >
REMOVE AND DISPOSE 0 Q z z co 0 Q N w w z z 0 W� 0 0.6 U) z z z z
OF EXIST BRICK z Q w m J � o= w > >> a
MANHOLE, TYP O z = >0 � � � ry 6_ U) U) z z z 5R 0
wQ�C) 0i M w
cn p M w M EXIST MH B005666
364 . . . . . . . . . . . . . . . . . . . . . 36.4. 3.80 . . . . . . . . . . . . . o 0-<>- o Q w w z p . . ... . . ... . . ... . . . . . . . . . ... . . . 380
�ozcn�2w»
J W�0.6U)EU z
2 2 oo W .
Q� ..U) Q �W U) z�
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360 > - - > o = - -
o_ 1 O oo 3'76 � w Z 376
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J W ll� 0 co m II M co co 0 ~ Q' 0 a' °+ M CD CD M M M M M
W ' m II ~ iW J W O 0 M M W W 11
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1 U ~� z z 0 0 U o�� 2 >>>> EXIST MH 6005665
356 0- ;t E -- 372 W�,��?cncn�zzzzZ I I 372
REMOVE AND DISPOSE OF
EXISTING OF 6" VCP
oe PROPOSED 37.2 LF OF 8" DIP @ 5.35%
352 ............ ..... 368.. ........ .............................. 368
.•{
PROPOSED 80.0 LF OF 8" DIP @ 9.50% .° •1
le, Ld Of i
EXISTING GRADE ALONG
348 348 3 . . . PROPOSED SAN SEWER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . 364
336
SCALE- HOR 1"=40" VERT 1"=4'
z
PROPOSED 86.6 LF OF 8" DIP @ 3.50%
'EXIST MH F01 00 11
.................................. ............................... 360
.................................... ..............................+ 356
POSED 80.0 LF OF 8" DIP @ 9.50%
SCALE- HOR 1 " =40'; VERT 1"=4'
r Lq Iq r � n 06
Ln n r-
1`0 r0 1`0
199 +00 200 +00 201+00 I 202 +00
1 B
203 +00
352
204 +00
C
GENERAL NOTES:
1. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH TOWF
POWER AND NCDOT TRAFFIC CONTROL SHOULD EXCAVATION IMPACT OR
REQUIRED GUY WIRE TO BE TEMPORARILY REMOVED AND THEREFORE
THE NEED TO HOLD/ SUPPORT THE EXISTING POLE DURING
CONSTRUCTION. COMPENSATION FOR GUY WIRE REMOVAL AND
REPLACEMENT AND HOLDING POLE WILL BE BY ALLOWANCE.
2. CONTRACTOR SHALL CONFIRM LOCATION OF EXISTING SERVICES
BETWEEN MH F010050 TO MH F010011 PRIOR TO REPLACING SEWER.
SERVICES INTERCEPTED BY EXISTING MANHOLES ARE SHOWN ON PLANS.
THESE SERVICES AND THOSE PRESUMABLY INTERCEPTED BETWEEN
MANHOLES ARE INCLUDED IN QUANTITIES. A TOTAL OF 8 SERVICES HAVE
BEEN ACCOUNTED FOR ON THE NORTH SIDE OF SEWER MAIN.
3. PRIOR TO THE CONSTRUCTION OF SEWER UPSTREAM OF PROPOSED
SANITARY SEWER MH 94A, THE PRIVATE SEWER BETWEEN THE SANITARY
SEWER JUNCTION BOX AND EXISTING MH B005665 THAT SERVES A
PORTION OF THE SEMINARY COLLEGE OPPOSITE FROM 221 AND 219 W.
SOUTH AVENUE STREET SHALL BE REDIRECTED TO THE EXISTING 8 -INCH
SEWER MAIN IN W. SOUTH AVENUE.
4. PRIOR TO CONSTRUCTION OF SEWER UPSTREAM OF MH 94A,
CONTRACTOR SHALL PERFORM INVESTIGATION AND DISCOVERY OF THE
EXISTING SERVICE OR COMMON PLUMBING LINE FOR THE APARTMENT
BUILDING AT 221 W. SOUTH AVENUE TO CONFIRM IF IT CAN BE REDIRECTED
TO THE EXISTING 8 -INCH SEWER MAIN IN SOUTH AVENUE. RESULTS AND
DECISIONS FROM THIS DISCOVERY WORK WILL GUIDE SEWER WORK
BETWEEN 94A AND 95, INCLUDING PROCEEDING WITH DESIGN AS SHOWN
OR REVISING SEWER BETWEEN 95 AND 95B TO A 4 -INCH SERVICE.
5. SEE SHEETS G3 AND G9 FOR CONSTRUCTION ACCESS ROUTE.
6. MANHOLE RIM ELEVATIONS FOR PROPOSED MH 95A AND MH 95D ARE
APPROXIMATE. CONTRACTOR SHALL CONFIRM EXISTING GRADE PRIOR TO
ORDERING MATERIALS AND ADJUST MH RIMS TO MATCH EXISTING GRADE.
SELECTIVE TREE REMOVAL NOTE:
1. SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
BE MADE FOR SELECTIVE TREE REMOVAL AS IT SHOULD BE PART OF CLEARING
AND GRUBBING.
C
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT RICHLAND 4.dwg- September 5, 2013 - Victoria Robb
3
a
1
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
FULL SCALE: V=40
40
0 40 80
2" FULL SCALE
1 " = HALF SCALE
PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
20A
PROJ. NO.:
20110061
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PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
20A
PROJ. NO.:
20110061

3
A I
1
SEE GENERAL
NOTE 4
PROPOSED 40.0 LF 10" DIP@ 5.00%
(ALT1: C900 PVC)
,z
SEE SHEET W2
FOR WATERLINE
DESIGN
. o
B
EXIST MH 4281
w
2— _
W o
N w >
co
co -
328 ..... ............................... = w = 328
2 O 0�Y °4 No
J ^ 0~ U O O O co 6 Z; z W W Q O
W 0 0 O w w J W J II M�
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324 =IZ=O�Z� �r ��rscn�?z 324
a-�
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p�HUOp�I� °
WQw0��°+�j000- N 0
UO J LL W 0 0+ J N M O EXISTING GRADE ALONG
0 Q Q p Z— W z Z p 0 PROPOSED SAN SEWER
�D>>
320 W �o � .6 Z_ U) ) z z ................:....... 320
EXIST.
TELEPHONE
CABLE
316 ........... . ............. . ............:....... 316
EXCAVATION LIMITS
(1:1 SLOPE)
312 .. ..................... . ...........:....... 312
I
308 ................ ............................... :....... 308
PROPOSED 40.0 LF OF 10" DIP @ 5.00%
(ALT1: C900 PVC)
1
304 + ...................... ............................. + 304
i
0:110
GENERAL NOTES:
1. PRIOR TO CONSTRUCTION OF SEWER UPSTREAM OF MH 94A, CONTRACTOR SHALL PERFORM
INVESTIGATION AND DISCOVERY OF THE EXISTING SERVICE OR COMMON PLUMBING LINE FOR THE
APARTMENT BUILDING AT 219 W. SOUTH AVENUE TO CONFIRM IF IT CAN BE REDIRECTED TO THE EXISTING
8 -INCH SEWER MAIN IN SOUTH AVENUE. RESULTS AND DECISIONS FROM THIS DISCOVERY WORK WILL
GUIDE SEWER WORK BETWEEN 94A AND 95, INCLUDING PROCEEDING WITH DESIGN AS SHOWN OR
REVISING SEWER BETWEEN 95 AND 95B TO A 4 -INCH SERVICE.
2. CONTRACTOR SHALL REBUILD EXISTING STORM DRAINAGE MANHOLE PER COR DETAIL PRIOR TO SEWER
IMPROVEMENTS. 2 -6 FOOT SECTIONS OF 24" RCP AND 1 -6 FOOT SECTION OF 12" RCP WITH CONCRETE
COLLARS HAS BEEN INCLUDED IN QUANTITIES TO ALLOW EXISTING STORM PIPES TO BE RECONNECTED
TO NEW REBUILD MANHOLE. CONTRACTOR SHALL BYPASS STORM TO THE NEAREST STRUCTURES,
SHOWN ON PLAN, WHILE RECONSTRUCTING THE MANHOLE.
3. CONTRACTOR MAY HAVE TO USE TEMPORARY WATERTIGHT STRUCTURE TO INTERCEPT SEWER FOR 6"
TCP SINCE UPSTREAM TERMINUS, TOWARD COLLEGE STREET, IS UNKNOWN. CONTRACTOR SHALL
RECONNECT 6 INCH SEWER LINE WITH FERNCO COUPLING.
4. CONTRACTOR SHALL VERIFY BURIED TELEPHONE CABLE PRIOR TO EXCAVATING FOR SEWER AND MH 82.
SELECTIVE TREE REMOVAL NOTE:
1. SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
BE MADE FOR SELECTIVE TREE REMOVAL AS IT SHOULD BE PART OF CLEARING
AND GRUBBING.
w
EXISTING 2" 2
WATERLINE m= w w z w 60
EXISTING GRADE ALONG °' � O _ Zo N
PROPOSED SAN SEWER 0 Y � ° N c')
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MH F010011 N.
368 ....:.. ........... ....:....... 368
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:GAS MAIN OF EXIST BRICK
MH F010039
364 ........:......... ............�— 364
PROPOSED 15.7 LF OF 4" DIP @ 2.00%
CONCRETE CRADLE (SEE DETAIL)
EXISTING 24" RCP
(TO BE PLACED - SEE NOTE 1)
360 360
PROPOSED 60.2 LF OF 8" DIP @ 5.56%
300 ....... ......... 300 LREMOVE AND DISPOSE OF
356 ' EXISTING OF 6" TCP 356
296 SCALE— 1- "=40'; VERT 1 " =4` 296
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20110061

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- SEE SHEET 20 :1
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DURHAM OUTFALL, V
SEE SHEET 20�
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INSTALL MH
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PROPOSED 10' TEMPORARY
,
\ j
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� A
10 REMOVE &REPLACE 15.0 LF
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1. MANHOLE RIM ELEVATION FOR PROPOSED MH 146 IS APPROXIMATE. PRIOR TO
ORDERING MATERIALS AND INITIATING SEWER LINE INSTALLATION BETWEEN SSMH 144
AND 146, CONTRACTOR SHALL PERFORM DISCOVERY EXCAVATION TO CONFIRM
HORIZONTAL AND VERTICAL LOCATION OF EXISTING 4" SERVICE. CONTRACTOR SHALL
THEN COORDINATE WITH OWNER'S PROJECT COORDINATOR SO LOCATION AND DEPTH
OF PROPOSED SSMH 146 CAN BE ADJUSTED TO INTERCEPT EXISTING 4" LATERAL.
MANHOLE RIM SHALL BE MINIMUM 1 -FOOT ABOVE EXISTING GRADE.
2. PARCEL 1841218630 IS PRESUMED TO BE CONNECTED TO EXISTING SEWER BETWEEN
MH F010047 -A AND MH F010047 -B. EXISTING PLUMBING SHALL BE RE- ROUTED TO NEW
SANITARY SEWER SERVICE. RECONNECTION AND PLUMBING WORK SHALL BE
PERFORMED UNDER TEMPORARY LICENSE AGREEMENT. LOCATION OF NEW SERVICE
AND CONNECTION TO EXISTING PLUMBING SHALL BE COORDINATED WITH OWNER'S
PROJECT COORDINATOR AND PROPERTY OWNER. IF PARCEL IS DETERMINED TO BE
CONNECTED TO EXISTING SEWER ON NORTH SIDE OF DURHAM ROAD, NO STUB OUT
AND PLUMBING RECONNECTION IS REQUIRED.
0 Z�
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:4" SERVICE LOCATION AND INVERT
05�. �P TO BE VERIFIED BY CONTRACTOR. :
0Q (SEE GENERAL NOTE 1)
................ ... .......................... .. .. Q� ....................... ..............:.........:.344.. 320.:... ..... ............... .
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FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set\20110061 SHT DURHAM. dwg- August 27, 2013 - Victoria Robb
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SELECTIVE TREE REMOVAL NOTE:
1. SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
BE MADE FOR SELECTIVE TREE REMOVAL AS IT SHOULD BE PART OF CLEARING
Alvin C'Rl1RRINC',
/ 6' DIA FLAT TOP MHz I'M/ N 00000, ` STA 1 +79.06 Ar'rKUAIIVIH I t wUH I IUIN
STA 70 +16.24 / 0 +00.00 l LIMIT OF DISTURBANCE,
C:;l \ ° P RIM EL= 225.00 OF EXISTING ELECTRIC
RIM EL= 224.73 I t' \ A= 02 °13'14" RT STRUCTURES DISTURBED AREA= 0.81 AC
A= 105 °07'59" LT
_." PROGRESS/ DUKE ENERGY NOTES:
f Al
CLEAR & GRUB
— ° , ^ \ \3 \ _? 1. CONTRACTOR SHALL COORDINATE WITH PROGRESS/ DUKE ENERGY
EXIST MH F010803 _ 10 ,�
CR _ \ m I \ 120 LF SILT FENCE "° ENCROACHMENT REPRESENTATIVE PRIOR TO CONSTRUCTION IN PROGRESS/ DUKE
c _ B ENERGY EASEMENT TO VERIFY LOCATION OF POISE/ GROUNDING GRID.
ee 75 LF SILT FENCE EXIST WET AND 8 E ENE ESMT
s
-- �•. 1 1 \ I DELINEATION BOUNDARY pGRESS�pUK RGY CONTRACTOR SHALL BE RESPONSIBLE FOR REIMBURSING PROGRESS/ DUKE
�' --I / \ I B16 -T PR ENERGY FOR THE COST OF ANY REPAIRS IN EVENT POISE/ GROUNDING GRID IS
TEMPORARY ROCK SILT DAMAGED DURING CONSTRUCTION. DISCOVERY OF POISE/ GROUNDING GRID
CHECK, TYPE B (CHECK [DAM) m SEE SHEET 43 FOR SHALL BE COMPENSATED BY ALLOWANCE.
103 '- CROSSING
RICHLAND CREEK \ I (� \ I REQUIREMENTS, TYP 2. ACCESS TO ELECTRICAL FACILITIES MUST BE MAINTAINED AT ALL TIMES. AN
OUTFALL, I \ UNOBSTRUCTED, LEVEL AND 30 FOOT WIDE ACCESS WAY MUST BE MAINTAINED
SEE SHEET 8, I l \ \ \ \ ADJACENT TO AND UNDERNEATH THE OVERHEAD CONDUCTORS AND TO EACH
TRANSMISSION STRUCTURE FOR PROGRESS/ DUKE ENERGY TO PERFORM
virl rL-r\ 1 1 yr ivin
STA 8 +20.41 B16 -T
RIM EL= 230.60
A= 07 °26'10" RT
PROPOSED 10' TEMPORARY
CONSTRUCTION EASEMENT
PROPOSED 248.5 LF 12" DIP@ 0.90%
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT CRENSHAW.dwg- August 29, 2013 - Victoria Robb
3
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SELECTIVE TREE REMOVAL NOTE:
1. SELECTIVE TREE REMOVAL IS SHOWN FOR CLARITY. NO SEPARATE PAYMENT WILL
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Alvin C'Rl1RRINC',
/ 6' DIA FLAT TOP MHz I'M/ N 00000, ` STA 1 +79.06 Ar'rKUAIIVIH I t wUH I IUIN
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A= 105 °07'59" LT
_." PROGRESS/ DUKE ENERGY NOTES:
f Al
CLEAR & GRUB
— ° , ^ \ \3 \ _? 1. CONTRACTOR SHALL COORDINATE WITH PROGRESS/ DUKE ENERGY
EXIST MH F010803 _ 10 ,�
CR _ \ m I \ 120 LF SILT FENCE "° ENCROACHMENT REPRESENTATIVE PRIOR TO CONSTRUCTION IN PROGRESS/ DUKE
c _ B ENERGY EASEMENT TO VERIFY LOCATION OF POISE/ GROUNDING GRID.
ee 75 LF SILT FENCE EXIST WET AND 8 E ENE ESMT
s
-- �•. 1 1 \ I DELINEATION BOUNDARY pGRESS�pUK RGY CONTRACTOR SHALL BE RESPONSIBLE FOR REIMBURSING PROGRESS/ DUKE
�' --I / \ I B16 -T PR ENERGY FOR THE COST OF ANY REPAIRS IN EVENT POISE/ GROUNDING GRID IS
TEMPORARY ROCK SILT DAMAGED DURING CONSTRUCTION. DISCOVERY OF POISE/ GROUNDING GRID
CHECK, TYPE B (CHECK [DAM) m SEE SHEET 43 FOR SHALL BE COMPENSATED BY ALLOWANCE.
103 '- CROSSING
RICHLAND CREEK \ I (� \ I REQUIREMENTS, TYP 2. ACCESS TO ELECTRICAL FACILITIES MUST BE MAINTAINED AT ALL TIMES. AN
OUTFALL, I \ UNOBSTRUCTED, LEVEL AND 30 FOOT WIDE ACCESS WAY MUST BE MAINTAINED
SEE SHEET 8, I l \ \ \ \ ADJACENT TO AND UNDERNEATH THE OVERHEAD CONDUCTORS AND TO EACH
TRANSMISSION STRUCTURE FOR PROGRESS/ DUKE ENERGY TO PERFORM
virl rL-r\ 1 1 yr ivin
STA 8 +20.41 B16 -T
RIM EL= 230.60
A= 07 °26'10" RT
PROPOSED 10' TEMPORARY
CONSTRUCTION EASEMENT
PROPOSED 248.5 LF 12" DIP@ 0.90%
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT CRENSHAW.dwg- August 29, 2013 - Victoria Robb
3
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STABILIZATION MEASURES
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PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
24
PROJ. NO.:
20110061
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT CRENSHAW.dwg- August 23, 2013 - Victoria Robb
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Q.C. DATE: 01.07.2013
DRAWING NUMBER:
24
PROJ. NO.:
20110061
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT CRENSHAW.dwg- August 23, 2013 - Victoria Robb
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PROD. DATE: MAY 2012
Q.C.: MWF
Q.C. DATE: 01.07.2013
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24
PROJ. NO.:
20110061
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT CRENSHAW.dwg- August 23, 2013 - Victoria Robb

3
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/ GENERAL NOTE: _ .......... ....... /
/ /
PROPOSED MH 114 / �` ,� ,,.., EXIST MH F010625 /
4' DIA FLAT TOP MH / 1. CONTRACTOR SHALL CONFIRM LOCATION OF EXISTING SERVICES
STA 40 +35.69 / BETWEEN MH G011006 TO MH F010636 PRIOR TO REPLACING
RIM EL= 266.40 / SEWER. NO SERVICES ON THE WEST SIDE OF THE SEWER MAIN
A= 23 °54'04" RT EXISTING WERE ACCOUNTED FOR BECAUSE PRESUMABLY THESE PARCELS
I CITY OF RALEIGH ARE SERVED BY SEWER ON DEERBERRY LANE, APPLENOOK `� L V
,►-+- 20' UTILITY EASEMENT - •• _ COURT, CLATTER AVENUE, AND JONES WYND.
EXISTING STREAM / I j/ 0 )-
BUFFER ZONE 1, TYP
_ CREEK c
EXISTING STREAM UNIDENTIFIED
BUFFER ZONE 2, TYP / f
WMm SEE SHEETS G3 AND G6
T I p / 0 FOR CONSTRUCTION
PROPOSED 190.0 LF 12" DIP@ 1.40% , / / BASE FLOOD ie ACCESS ROUTE
/ STONE OUTLET, TYP ELEV, TYP / 46+
KK
cD I- N Lo c0
co n r- r- N Lo
N N N N N N N N
40 +00 41+00 42 +00 43 +00 44 +00 45 +00 46 +00 0 +00 1+00
A I B I c
INC.,
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11
PROFESSIONAL SEAL
FULL SCALE: V=50
50
0 50 100
2" = FULL SCALE
1 " = HALF SCALE
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PROD. DATE: MAY 2012
Q. C.: MWF
Q.C. DATE: 01.07.2013
DRAWING NUMBER:
25
PROJ. NO.:
20110061

2
260
256
252
248
244
240
1
236
O #f
A I B I C
CONTRACTOR TO
REMOVE AND REPLACE
18 LF (OR AS NECESSARY)
36" CMP TO PERFORM
SEWER INSTALLATION
-SM -57 /
.A. I x
NINETY EIG� IT BYPASS
ASSOCIATES I....I...
12816 P( ,� 1465
:: 0 � /
EXIST WETLAND 9
DELINEATION BOUNDARY
EXISTING STREAM
BUFFER ZONE 1, TYP
/ EXISTING STREAM
BUFFER ZONE 2. TYP
I
w
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w
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u_ > U ° 30
o_=OU �� CN
w LL w W � O U r` N
> _ `. wQ O
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........................................................................................................... ..............................: ................................................................................... ..........................:.... co co ........:................................. ..........................:.... 0 U � ..:.... O D U Q >
0 °�
w =p =U o wQ�O a -z z�6
N�MO� O�Q��NN 0 >�UQ'-
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W> cV U) _j W J�NNNN OD�UQ�_ >>
LL 202 ��� �QQ�coWZZZO 0- ;t ~ ZZ
~ Y O CO : 0 U > > > > : > U — —
wQ O p p CO 11 ......... ........ .:.........:.........:......... ........ .:.........:.........:......... .........:.... °� — — — — .................... :......... ....... ................ :. 252
J RE CROSSING
..
I� N �ZZZ Z
U J W N N N
0_ �
O Q Q M W Z _ MOVE AND DISPOSE SEE SHEET 43 FOR CR EXISTING 30" CMP
- O OF EXIST PRECAST REQUIREMENTS, TYP EXIST MH F011069
o U > > MANHOLE, TYP
o °ts U ? ? ' EXISTING 36" CMP
EXISTING GRADE ALONG
PROPOSED SAN SEWER
......................... .............REMOVE AND DISPOSE OF .............. ............................... ..... 248
........................................................................................................... ............................... ............................. ...............................
w EXISTING 100 YR FLOOD ELEV
EXISTING OF 8" PVC AUGER PROBE BORING
Q Oo W U) ALONG PROPOSED SAN SEWER M AUGER PROBE BORING AUGER PROBE BORING (BORING TERMINATED) /
(AUGER REFUSAL) ELEV= ±241
_ w o z W o (AUGER REFUSAL)
> ° N EXIST MH A000631 REMOVE AND DISPOSE OF EXIS" ELEV = ±244 ELEV - ±243 P -18
LO 2 p 00 o N EXISTING OF 8" VCP P -13 P -16 / . �
— °� N 00 ............... ....... ............................... ..lr__7 . .../.. ......... 244
~ U N M 00 O N
04 AUGER .. ...... ........
w Q O N M �� PROBE BORING
(n J W J N N N (BORING TERMINATED)
Q Q w z z p AUGER PROBE BORING ELEV- ±238: : 1.00 0/.
_:
Q BORING TERMINATED
/ 301.7LFOF12 "DIP@
�o�U <2 »> ( ) P -9
-0- io 06 U� z z z- W ELEV = ±234 PROPOSED
P -5 AUGER PROBE BORING
........ .... :. :......... :. (AUGER :.........:.........:.. 240
REMOVE AND DISPOSE OF 1 2" DIP @ 1.0 /° US _ ELEV=
EXISTING OF 8" VCP PROPOSED 317. LF OF 1 -
0
—
ROPOSED 25 0 LF OF 8 DI @ 2.00%
AUGER REFUSAL
(PWR) ELEV - ±240: +242
(ALT 1: C900 PVC) B -11 : P -17 P P
AUGER PROBE BORING
EXIST MH A000632 / / / (BORING TERMINATED j AUGER PROBE BORING -
(AUGER REFUSAL) AUGER PROBE BORING
I:I % / / // / / ELEV = ±235 AUGER PROBE BORING
...................... 2,0....... / . .... ............ %.................. ............ ELEV= ±240....................... ..................... ............................... (BORING TERMINATED) ...... .
AUGER PROBE BORING 12' DAP:@ / / / t P -8 BORING TERMINATED 236
BORING TERMINATED 5.$ LF OF / t/ / '/ / ? ( ) / P -14 AUGER PROBE BORING ELEV= ±242
( ) p 32 / / , .. ELEV= ±236 AUGER PROBE BORING P -19
ELEV = ±232 OPOSE / . / /
pR. / / // / j P -10 (BORING TERMINATED) ELEV (AUGER R9 FUSAL) EXISTING 8"
P -2 t / , / -
/ =
AUGER PROBE BORING AUGER PROBE BORING ELEV±238
t
P -15 SAN SEWER TO REMAIN
/ P -12
BORING TERMINATED
BORING TERMINATED
�`. ..:� ��r°/ '�.... � .... AUGER PROBE BORING ( ) ( )
... ......... / ............. ELEV = ±235 ................. ELEV = ±237..:....
232 i .. ............... ... ................. (BORING TERMINATED) ............ ........ :.........:.........:.........:.........:.........:.........:.........:.........:.........:.........:.........:.........:...... ...:.........:.........:....... 232
j ELEV= ±235 P -7 P -11
/ AUGER PROBE BORING P -4 AUGER PROBE BORING
END OF BORING (BORING TERMINATED) AUGER PROBE BORING (BORING TERMINATED)
rELEV=-+223 ELEV = ±228 (BORING TERMINATED) ELEV= +_236 SCALE: HOR 1"=40'- VERT 1"=4'
228 B -10 P -1 ELEV= ±233 P -6 228
P -3
I� C� N LO N 0) N 00
I_� 00 ED (6 (6 I_� rn N N
N N N N N N N N N N N
0 +00 1+00 2 +00 3 +00 4 +00 5 +q0 6 +00 7 +00 8 +00 9 +00 10 +00
A I B I C
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT CIMARRON.dwg-August 29, 2013 -Victoria Robb
3
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2
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0
NOW OW O i "t. t...X 't, £ St S i "t. 5....Y
PT NRP C/O j...IARV Y FORBES
13 07826 PG 0566
PIS '1830865681
PROPOSED MH 121
4' DIA FLATTOP MH A
...................mm
x. r ......mm v m
4
STONE
OUTLET, TYP
t
ddd
/
{
/
NCDOT R/W
i
NCDOT R /W—
—N�DOT R/W
C
PROPOSED
PROPOSED 254.9 LF OF 36 "x0.375" w 20' PERMANENT
STEEL ENCASEMENT W /8" DIP fro PROPOSED MH 124 CITY OF RALEIGH
/ 4 DIA FLAT TOP MH
INSTALLED BY BORE AND JACK UTILITY EASEMENT
' STA 16 +95.58
METHOD @ 2.33% - J
f RIM EL= 269.00 PROPOSED 389.8 LF 8" DIP@ 1.40%
A =2 °31'42" RT
APPROXIMATE w� � {�� (ALT1: C900 PVC)
LOCATION OF EXISTING \
TOWF ELECTRIC,,
17 +00 18 +00 19 +00 ... 20
co 16 +00
co
LIMIT OF DISTURBANCE, EXISTING STREAM
DISTURBED AREA= 0.38 AC BUFFER ZONE 2, TYP 3
co CNI
B24 -T EXISTING STREAM
/ CLEAR & GRUB
m / V' - BUFFER ZONE 1, TYP B24 -T _ ..
co B24 P w
0) { w m LOLL.• O .............. �3 Uj
U F r \ .• `•.,. y� 7 �..t �., x ki 1� } } b it t` w"�,i $ .....{ _� �-rr
R ,> ,. • y d t i £ { s�} 8 , i ,r" { ,.. s £ ( B24 P , >: a _`" •.,..,..
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i[=tell]
15 +00
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C
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT CIMARRON.dwg-August 23, 2013 -Victoria Robb
276
272
268
264
260
256
252
PROP
248
AUGE
(BOF
244
41 =1I17
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A I B I C
296
292 + .......................................... ...............................
N
Nou
280 N U- w c) z ao EXIST MH 1013077
> AUGER PROBE BORING
Du Du
2 W O o o 0 Y M M - � (BORING TERMINATED)
Q 0 LO r- 0 co N ELEV= ±271 CD 0 1L � J O N N CN P -40
w Q Q N W Z Z 0 AUGER PROBE BORING
276 U~ 2 z z z. (AUGER REFUSAL)
w °� — — — ELEV= ±271
AUGER PROBE BORING P -39
(BORING TERMINATED) EXIST MH J013078 .
ELEV = ±261 SEE SHEET 43 FOR CROSSING
P -34 REQUIREMENTS, TYP
272 AUGER PROBE BORING .
1 (AI 1(-,F=P RFFI I�AI 1
PROPOSED 389.8 LF OF 8" DIP @ 1.40%
(ALT1: C900 PVC)
268 .
AUGER PROBE BORING
(BORING TERMINATED)
ELEV = ±261
P -33
264
rn
cV
20 +00
21+00
11
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT CIMARRON.dwg-August 23, 2013 -Victoria Robb
22 +00
23 +00
u
7
w
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. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
LL > (n 60
W C
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QQ N j z_ 0 . . . . . . . . . . . 28.8. 3.00 . . . . . . . . . . . . . . . . .
(::)
. . . . . . . . . . .p � � U � ��6 ° 0000 . . . . . . . . . . . . AUGER PROBE BORING . . . . . . . . . . .
I ;
0 U >>
w J w O- N M N (BORING TERMINATED)
N
;t .2 U)Ez Z
O J ELEV= ±286
WQQ�NWZ O P -5 0
Q
U
PROPOSED 290.7 LF OF 8" DIP @ 4.20%
� z z
w ---t -6 U) — — EXISTING RIP -RAP
(ALT1: C900 PVC)
`. ...................284 + 296 .............................
AUGER PROBE BORING
(AUGER REFUSAL)
. . . . . . 28.0. .2.92 . . . . . . . . . . . . ELEV= ±291
AUGER PROBE BORING P -46
AUGER PROBE BORING
(SHOWN FOR CLARITY)
37 .6LFOFg „6w @A.750”
. . . . . . . . . . . . .PROPOSED . . .
VER2R6EFUSAL) (BORING TERMINATED)
ELE �� AUGER PROBE BORING
ELE ELEV - ±286 (BORING TERMINATED)
i P -46 I ELEV= ±287
Sv . . . . . . . .-
276,
24 +00
288 AUGER PROBE BORING
(AUGER REFUSAL) /
ELEV = ±284
P -43�
25 +00
INC.,
26 +00
.................. ...... ,,. .
EXIST MH F011446 ,
308
w
Z
0o2ll�w ww-
N2w> . U) z60
2 0 = 0 � co coo co
Y r- O 0 M M
o6cl 7 . . . . . . . . . 304
W Q W W O M N N
W Q W 11 11
W N Z Z 0
�
0 § U � 2 > > O
w ;�06 U) a�ZZZ
....... 300
PROPOSED 206.3 LF OF 8" DIP @ 1.24%
AJRl . . . . . . . . . . . . . 296
WE
WE
276
27 +00 28 +00 29 +00 30 +00
C
31
21
1

3
2—
1
A
GENERAL NOTES:
AERIAL CROSSING NOTES
31
—21
1. REMOVE AND DISPOSE OF EXISTING PIPE, EXISTING
C=)
= w Qo = w w Z z : MH 276 AND CONCRETE PIERS. INSTALL NEW PIPE,
> U > U °moo AERIAL CROSSING AND CONCRETE PIERS PER CITY
_ = 0 0 00 � = 0 = 0 00 N M EXISTING 12" WATERLINE OF RALEIGH SPECIFICATIONS AND DETAILS FROM
316 2 0 � � � M 6' � � � � Y � M 6' °� � :.........:....... 312 (SEE GENERAL NOTE 1) 312 PROPOSED MANHOLE 88 TO PROPOSED MH 88A. 328 328
.................. ............................... . p � H U — —ern .. p � � U � CO m M 316 PROPOSED 5'X10'
w Q W O M co co N W Q W O M OM N N w
Q U J J + II N U J J + II N w o RECEIVING PIT W/ NO SIDE 2. PRIOR TO ORDERING MATERIALS IN THIS AREA, CCD;
N> O Q Q M w z 0 Q Q M w z 0 0 `o w ^_ SLOPES (ACTIVE SHORING INCLUDING MH 88, 88A, 89 AND RELATED PIPING, _ mo w oo' w 0
O N D U Q > > O 0 U Q > > > o 2 L w + _ U) REQUIRED, SEE GENERAL CONTRACTOR SHALL DETERMINE THE ELEVATION c02 LL > +: : 04
2 2 `. �- ~ —ZZ �- ~ —ZZZ: °o��Do io= `. WHOA: �� d
�pOUrnoo Win .6U)E_ _ W��.6U)E_ -- �� N NOTE 2. PIT SHALL BE 2 =Uoo o O
Y M o 308 0 (_') U N N ao Z SHIELDED IN ACCORDANCE NER/ 324 Y o: o g- �. -4 ......... ... 324
OF THE 4" CL
312 :......... .........:.........o� U 312 -Y u,� ^_ �.N o w
o INFORMATION TO THE OWNER/ ENGINEER OW
WQwOo °rn a °O cn� WITH w�WU��66M Q J
U No �i N .� ) ENGINEER WILL THEN EVALUATE OPTIONS TO W Q O + �,� o o II
O ~ J J N D 0 J W °+0 ii N N pU rn CONNECT 4" TO MH 88A. IF ELEVATIONS ARE 0 J CO. II M M~ Q Z
wz pu_ M Q CO. II II W O
O o U Q > 0-_ Q z z rn "' - ACCEPTABLE, FIELD ADJUSTMENTS WILL BE MADE Q Q w z z p LL w ^ —
Q W -- O O N O W �.p O —� Q. Q' —J - Z
- — z z EXIST MH J013073 O D � U Q � » > � rn N N ° - U � 0 � U » > � _
°ts u) I I Q 0-- U) W N W I I o ° � 0- zo u). � z z z co > o= cn o 00
TOR REMAIN — — — TOR SHALL RE _ — — Q U —
W��°tsU� U O
AND UNIT PRICES CONTROL IF ELEVATIONS A = w
304 ~ 30 .� 320 G J °O � 0 320
PROCEED WITH THE FOLLOWING 2 A `� `�
308 ....................................... ............... ......... ... ..... ...... :......I..I. 308 Z 0 CO VENT ELEV= 3 > w Lo M M o0
EM O w 4= °' LV STEEL 0 Q
EXISTING 8 DIP O 2 >> CO N N N NT 31 0= U WO N CN
W' Z Z (� N�� I I W� Q 0 (C� — 00 I I I M
SAN SEWER TO REMAIN I — — z II N N 2.1. CONTRACTOR SHALL REPLACE EXISTING, PROPOSED AERIAL > O � M o o W II
W z z D U) 2> J Q I� II CO CO O
O UNSUPPORTED 4 INCH PVC AERIAL PIPE CROSSING REPLACEMENT O w p + II II M D
.. WQ��ozowZZOo
0 w z z z CROSSINGS AT THE LOCATION SHOWN, WITH OVER EXISTING STREAM o = U > > > >
PIERS NEW 4-INCH DUCTILE IRON PIPE ON PER NOTE —.— — —
:......I..I .:.........:....... 300 .... ..... .. 300 316
CITY OF RALEIGH SPECIFICATIONS AND
304 EXIST MH J013074 AUGER PROBE BORING I 1 304 SEE SHEET 43 FOR CROSSING 316
TO REMAIN DETAILS. SEE AERIAL PIPE CROSSING REQUIREMENTS, TYP
(AUGER REFUSAL) I I PROPOSED CONCRETE PIER DETAIL S -14 AND BEDROCK
:ELEV = ±304 I 1 15'X25' ENTRY PIT
P -56 I I W/ 1:1 SLOPES I DETAIL S -17 FOR FOUNDATION TYPE. 2"
VENT ELEVE312 .
EXIST MH J013072 =
TO REMAIN I AUGER PROBE BORING I 296 2.2. CONTRACTOR SHALL INSTALL THE NEW 312
........ .... ... ............... .. .. .... ........ .. .. ........................
.. ...
(AUGER REFUSAL)LJ . ......... ....... 300 CONTRACTOR SHALL SERVICE LATERAL AERIAL CROSSING AT THE
:I..I.. .. 296 E 12
AUGER PROBE BORING REMOVE AND DISPOSE
(AUGER REFUSAL) I I I ELEV = ±296 EXISTING 10" PVC I SAME APPROXIMATE SLOPE AS THE EXISTING REMOVE AND DISPOSE OF EXIST BRICK
ELEV = ±296 P -55 SAN SEWER TO :I I COORDINATE ANY DISRUPTION LATERAL, BUT IN NO CASE SHALL THE SLOPE
P -54 BE ABANDONED I I OF SERVICE WITH PROPERTY BE LESS THAN 1.0 %. OF EXIST BRICK ' MH 276
OWNER. EXISTING MH F010028 MH F010047
2 3 CE PIPE SHALL BE 1
292 I:.I..... 308 PROPOSED 11.9 LF 8" RJDIP@ 0.50%
296 - - 296 NSTALLED AT TS XI ISTING SEWER TIE -IN AT HAND AUGER BORING
0-1 SHALL BE REMOVED AND
REPLACED WITH NEW CLEAN
STA 1 +23.40 OUT. NEW LATERAL SHALL BE MAIN LINE, CROSS THE CREEK VIA NEW OR
(AUGER REFUSAL)
- - PROPOSED 20.0 LF 8" DIP@ 1.00% ELEV= 292.59 CONNECTED TO OLD LATERAL CONCRETE PIERS AND TIE TO THE FIRST ELEV - ±307
.01 ALT1: C900 PVC o W/ COUPLING. - 25YR FLOOD
s? ( ) PROPOSED 11.0 LF OF 4 DIP @ 2.00 /o UPSTREAM CLEAN -OUT ASSEMBLY. BORE #
I } EXISTING 8"_j STA 0 +61.00 = EL =305.5
SAN SEWER TO REMAIN ELEV- 291.34. 2.4. CONTRACTOR SHALL REMOVE AND PROPERLY STA 0 +64.01
owl PROPOSED 108.7 LF 8" DIP@ 1.00% .......
292 .....:...... .. .. :. ............................................ ............................... ................. 292 288 - 288 DISPOSE OF, OFF -SITE, ALL EXISTING PIPING, 304 ELEV= 306.01 304
U PROPOSED 62.4 LF OF 12 "x0.250" STEEL REMOVE AND DISPOSE OF PROPOSED 35.1 LF OF
ENCASEMENT W /4" DIP INSTALLED BY MATERIALS AND DEBRIS. _ F 6" PV 16"x0 50" ST
PROPOSED 206.3 LF 8" DIP@ 1.24% BORE AND JACK METHOD @ 2.00% . PROPOSED 5.0 LF OF 4" DIP @ 2.00% EXISTING O C 2 EEL ENCASEMENT
PROPOSED 28.9 LF 8" RJDIP@ 0.50% W/ 8" RJDIP @ 0.50%
:AUGER PROBE BORING SCALE: HOR 1 " =40`; VERT 1 " =4'
SCALE: HOR 1 " =40'; VERT 1 " =4' SCALE. OR " =40`; VERT 1 " =4'
(AUGER REFUSAL) 284 284 300 STA 0+28.86— SEE AERIAL PIPE CROSSING CONCRETE
288 ELEV= ±297 288 ELEV= 305.83 PIER DETAIL S -14 AND BEDROCK DETAIL S -17
P -53 �? HAND AUGER BORING
AUGER PROBE BORING ui 0i rn rn (AUGER REFUSAL)
o (BORING TERMINATED) o o ELEV - ±302
ELEV = ±293
BORE #
P -53
30 +00 31+00 32 +00 33+0033+25 0 +00 1+00 1+50 I 0 +00 1+00
A IB C
INC.,
FILE NAME: L:\ Projects \RALUT\201 1 0061 00RA \CADD \PIan Set \20110061 SHT CIMARRON.dwg-August 23, 2013 - Victoria Robb
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT UPPER RICHLAND.dwg- August 29, 2013 - Victoria Robb
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EXISTING PROPERTY
EXISTING STREAM
BOUNDARY LINE, TYP
I
BUFFER ZONE 1, TYP
\
I
PROPOSED 21.8 LF OF
I
0.196 AC OF TEMPORARY
` -
18 "x0.3125" STEEL ENCASEMENT EXIST MH A000663 I
WETLAND IMPACT
1
W/ 10" RJDIP @ 0.28% TO REMAIN EXISTING STREAM / (WETLAND SEED MIX) EXISTING 8"
1
\
BUFFER ZONE 2, TYP
EXISTING - SAN SEWER
\
\
\
PROPOSED 16.1 LF 10" RJDIP@ 0.28% I
I
CITY OF RALEIGH EXIST MH A000665 TO REMAIN
PROPOSED MH 133 \ B27 -T
CLEAR & GRUB I
30 UTILITY EASEMENT TO REMAIN
PROPOSED 221.0 LF 10" DIP@ 0.28%
1
4'DIA FLAT TOP MH \
,
- DO
STA 2 +19.82 \
LIMIT OF DISTURBANCE,
EXIST WETLAND 11 / EXIST MH A000646
RIM EL= 292.71 \
DISTURBED AREA= 0.95 AC
i SM -63 PROPOSED 152.0 LF 10 DIP@
°
0.28 /o
- - _ DELINEATION BOUNDARY TO REMAIN,
A= 23 °08'20" RT
I
A �
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EXISTING 8" DIP - - -
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8" �k� WF' .. � 9 +00
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itik p... -...w, it
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ti "*
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PROPOSED
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EXISTING
39.8' of 8" PVC ® 0.78%
STREAM, TYP
20' PERMANENT
(WETLAND SEED MIX)
EXISTING STREAM
PROPOSED MH 132 \ STONE OUTLET,
TYP
CITY OF RALEIGH
- 4' DIA FLAT TOP MH PROPOSED 61.9 LF 10" RJDIP@ 0.28%
UTILITY EASEMENT
BUFFER ZONE 2, TYP
_
STA 1 +05.41 �,
EXISTING STREAM, TYP
PROPOSED MH 139
RIM EL= 292.87 \ 165 LF SILT FENCE
4' DIA FLAT TOP MH
PROPOSED MH 136
A 64 053'04" LT \ 0.006 AC OF PERMANENT
STA 9 +28.12
WETLAND IMPACT
PROPOSED 128.2 LF 10" DIP@ 0.28%
PROPOSED MH 135
4' DIA FLAT TOP MH RIM EL= 295.19
CONNECT \ �
4' DIA FLAT TOP MH
STA 5 +75.76 A= 16 °30'32" LT
WETLAND SEED MIX)
EXISTING 8" DIP (WETLAND \
STA 4 +19.86
RIM EL= 294.00
SAN SEWER PIPE EXIST MH A003185
\
RIM EL= 293.47
A= 30 040'33" LT
TO PROPOSED MH TO REMAIN
\ PROPOSED MH 134
A= 52 °23'41" RT
RIM EL= 294.91
\ 4' DIA FLAT TOP MH
IN= 289.67 (8" E)
/
\ STA 3 +48.04
PROPOSED
155.9 LF 10" DIP@ 0.28% GENERAL NOTE:
/INV
INV OUT = 289.46 (8 SW)
\ RIM EL= 293.17
A= 51 °24'28" LT
SEE SHEET 43 FOR CROSSING 1 HORIZONTAL AND STATIONING
REQUIREMENTS, TYP EXISTWG MH A000647.
2
2
PROPOSED 21.8 LF OF
w
18 "x0.3125" STEEL ENCASEMENT
2
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308 ................. ........ ............................... ........ ...............................
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2" • GALV STEEL
EXISTING 100 YR FLOOD ELEV O = O U `° ao 00
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VENT ELEV =300
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W Q � N W Z
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............... _
296 .................. ...°.....:....:m. ... ................................. ...............................
I
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......... ......................................................................................................
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#
EXIST MH A000666
# .......................
296
PROPOSED 20.4 LF OF
i
18 "x0.3125" STEEL ENCASEMENT
A. W/ 10" RJDIP @ 0.28%
EXIST MH A000646
$$
PO 00 4 F
t 1 PROPOSED 2 LF O 10" DIP @ 0.28%
EXIST MH A000664 #I
EXIST MH A000662
a,
292 ........................ .
.
292
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PROPOSED 33.9 LF OF 10" RJDIP 0.28%
PROPOSED 16.1 LF OF 10" RJDIP @ 0.28%
I : STA 1 +67.27
@ ,
r AUGER PROBE BORING
j : I ELEV- 288.76:
PROPOSED:155.9 LF OF0�1� 90'.28% AUGER PROBE BORING EXISTING 8"
(BORING TERMINATED)
ELEV= ±287
PROPOSED 128.2 LF OF 10" DIP @ 0.28 °o
AUGER PROBE BORING :
AUGER PROBE BORING (BORING TERMINATED) SAN SEWER PROPOSED 152.0 LF OF 10" DIP @ 0.28%
P -76
288 ............. ......
EXIST MH A000645
I.............................. ...............................
AUGER PROBE BORING STA 3 +81.99
BORING TERMINATED
( ) ELEV= 289.57:
.. RMINATE
STA 4 +03.74 (BORING TE D)
ELEV= 289.63 ELEV= ±286
P
(BORING TERMINATED) ELEV= ±286.. .. ................... ................... ................... ...................
ELEV= ±286 P -70
i r
................... ................
�
r:
288
1 PROPOSED 22.1 LF OF 10" DIP @ 0.28%
PROPOSED 61.9 LF OF 10" RJDIP @ 0.28%
STA 1 +87.63 ELEV= ±285
ELEV= 288.81 P -63
-65 /
P -67 ,
j
/�
r
284 .................... .................... ...................... ..............
AUGER PROBE BORING
r:
:................ / ........................
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(BORING TERMINATED)
................. .................:.... ...............................
_ _
AUGER PROBE BORING
.:: ................. ........ ................. ................. ................
AUGER PROBE BORING (BORING TERMINATED)
TERMINATED) ELEV= ±286
........... 284
AUGER PROBE BORING AUGER PROBE BORING
(BORING TERMINATED)
AUGER PROBE BORING
(BORING
(BORING TERMINATED)
(BORING TERMINATED) (BORING TERMINATED)
ELEV = ±284 ELEV= ±284
ELEV= ±285
AUGER PROBE BORING r::: HAND AUGER BORING
P -62
(BORING TERMINATED) AUGER PROBE BORING (AUGER REFUSAL)
P -71
ELEV = ±285
P -68 : AUGER PROBE BORING
ELEV - ±287
- ELEV = ±287
P -74 P -75
P -57 P_59
ELEV= ±284 (BORING TERMINATED) ELEV= ±284
AUGER PROBE BORING (BORING TERMINATED) AUGER
PROBE BORING
280 ........ AUGER PROBE BORING ......................... ............................... .......
............. ...... _Jj
P -61 ELEV = ±282 . . . . HA -2
(BORING TERMINATED) ......................... ELEV- ±287 ................... . (BORING TERMINATED) ' ' ' ' ' ' ' ' ' ' ' ' ' : ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '
280
(BORING TERMINATED) SEE SHEET 43 FOR CROSSING
ELEV= ±285
SEE AERIAL PIPE CROSSING PILE P -64 „_
SCALE- HOR 1"=40'- VERT 1"=4
AUGER PROBE BORING P 72
ELEV = ±286 - ELEV= ±287
(BORING TERMINATED)
REQUIREMENTS, TYP _
SUPPORTED PIER DETAIL S -16
P -66 P -73
278 P -58
END OF BORING
SEE AERIAL PIPE CROSSING PILE
ELEV= ±286
P -69
278
(PWR) ELEV- ±278
SUPPORTED PIER DETAIL S -16
LO B -24 PO
HAND AUGER BORING 10
N r
r n �
Oo co
rn rn
AUGER PROBE BORING
(AUGER REFUSAL) rn
rn rn
rn rn rn
rn
N N
ELEV = ±280 N
N N
N N N
N N
(BORING TERMINATED)
ELEV = ±283
HA -3
0 +00 1+00 P -60 2 +00
3 +00
4 +00 5 +00
6 +00 7 +00 8 +00
9 +00 10 +00
A
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT UPPER RICHLAND.dwg- August 29, 2013 - Victoria Robb

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT UPPER RICHLAND.dwg- August 23, 2013 - Victoria Robb
A
I
%
-- - --
EXIST MH A000668
/
\ EXIST MH A003265
\1
PROPOSED MH 141
4' DIA FLAT TOP MH
\\
1 \
"
STA 12 +53.51
/
EXISTING STREAM
/
RIM EL= 296.50
BUFFER ZONE 2, TYP
A= 41'36'30" RT PROPOSED 351.5 LF 10" DIP@ 0.28%
/ EXISTING STREAM
15 +00 16 +00
BUFFER ZONE 1, TYP
+00
13 +00 14 EXISTING
tr PROPOSED MH 142
1
EXISTING
EXIST MH A000670
LIMIT OF DISTURBANCE, CITY OF RALEIGH
,� 4 DIA FLAT TOP MH
\ /
1
�
� �
DISTURBED AREA= 0.98 AC
20 UTILITY EASEMENT
�' �� STA 16 +05.03
\ /
�
� CITY OF RALEIGH
��
RIM EL= 299.00
30' UTILITY EASEMENT
� \ (PI
t
"��.... N,f`,+. �. n ...��,.....�'A...�, A .� fi A o ' -Loy
LO �
.
�A= 24 °40'48" RT
\
3
EXISTING STREAM, TYP
SEE SHEET 43 FOR CROSSING - - _
�
LO��
w...... x
ss s �...� .. .............. s m � � .s� k P -88
w............ - ' P_87
^ P -83 P -84 P -85 P 86
t}•* \
�� 1 \ /
" °
PROPOSED 251.9 LF 10 DIP@ 0.28 /o
-
- - -
REQUIREMENTS, TYP DO ;b P -82 _
i -• ..,- r. �aN -.. .,y'.......,,y �a..- .... -«i 1arN
x. A
N , w pw .... ". pr 1 \
PROPOSED 32.2 LF 10 RJDIP@ 0.28% ��/ SM -64 , . r..
r
f o r S^ .., .. \ 1
^ -w n - a °
EXISTING STREAM "
SC27 g w w u
^'w. ..
BUFFER ZONE 1, TYP 1$
{
W
W
Z
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EXISTING STREAM g0.
N
BUFFER ZONE 2, TYP.v.. Q
.... .. ^
,a w p
11 _ LO OD O OD T ° M x upp r a r p ® „ w . N 80
r„
OD
�' ° °D �, -�
693 LF SILT FENCE " „{x a xx u a, ,
PROPOSED u,�
,
0
�.• �
266
I
9
� X00 �
W
PROPOSED �{, .1 @ CITY OF RALEIGH {rd„ ¢ p xn Y a
nj %�';. PROPOSED 29.7LF10 "RJDIP 0.28 /o a„ yk » » „up „ „;Txa„µ4 °uh°
u
1 rmmea r .•'
G o .a;a. „.a4ruxa »ta.x °a »vrtx
20 PERMANENT � �k � 30 PERMANENT a h . a x n "� ° x " \
\ na �'
EXIST MH A000667 -N V• ^ aryw yk.4rx. „rcta ¢p o
CITY OF RALEIGH UTILITY EASEMENT „ ta» x „x » # y„ x y n O ` \
,Of
� -1. ..
p�
�` 4 �w" �„� �� �
...
8g9
m...
PLUG INSIDE MH f'
,-UTILITY EASEMENT ;\, tj
[ Q ,
,PROPOSED
20 PERMANENT f
\ �,�
r a„ n yam,
.w « a „ .h »„ . a„ 4kn u. N
„ b Na
a^
w„
w 5 m
�'" °��.�.. 1p
EXIST MH AO 03264
+
©
P -77 P -78... m
0" ., v
CITY OF RALEIGH 0.001 AC OF PERMANENT CLEAR &GRUB
\ UTILITY EASEMENT
*
� w
O ° 7
TO REMAIN
o
WETLAND IMPACT
1 m w.Y 116
r
t
(WETLAND SEED MIX) EXIST WETLAND 13
mow. -,
���
1
r ` i
r � o
a y » a w r" - .• A
h a x -Luu
�\
PROPOSED 42.6 LF OF DELINEATION
18 "x0.3125" STEEL ENCASEMENT
°
BOUNDARY
^
. O\\\
1 �\
t �
,1
W
„ «' w = xa 4 4 „» „ �+ s
4 147 LF SILT FENCE d.
W/ 10 RJDIP @ 0.28 /o
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CLEAR & GRUB
STONE OUTLET TYP
1 .
" 220.7•
EXIST
-
=
o� •���
CLEAR &GRUB d
\
56 LF SILT FENCE
EXISTING PROPERTY
O \ w 0324H
of° .� AO 03243
�' 8 Pvc
f o
PIPE PLUG, :aC
\
BOUNDARY LINE, TYP
®0»4�q,
\
G'D
REMOVE 10 LF �`J'G
2
\
I
\
`
�'
OF EXIST PIPE / ��w
CONNECT �` \
\
PROPOSED \
TO INSTALL MH o �
/
EXISTING 8
SAN SEWER PIPE \
CITY OF RALEIGH PROPOSED MH 143
30' PERMANENT \
CONNECT PROPOSED 10"
/ J „
TO PROPOSED MH / \
UTILITY
EASEMENT 4' DIA FLAT TOP MH
DIP TO EXISTING MANHOLE
•�
PROPOSED MH 140 i
/ ;# � ® �
x it � „i�sw
1" SEE SHEETS G3 � � �/ � .- - -
�
1
STA 18 +56.89
4' DIA FLAT TOP MH C Q
� �
� �
i AND G9 FOR � \ / �� \
RIM EL= 302.57
°09'53"
\ '
STA 11 +49.10
_ --� �
CONSTRUCTION
A =63 LT
RIM EL= 296.36 " f
ry'#
°52'02"
ACCESS ROUTE
A= 41 LT goo
�30" VA
PROPOSED 221.0 LF 10 DIP@ 0.28% CI
CURB
1
PROPOSED 22.4 LF 10" DIP@ 6.00%
0U"
0.016 AC OF PERMANENT' 'URU 5
U
WETLAND IMPACT
H�(/�O
(WETLAND SEED MIX) EXIST MH A003222
EXIST WETLAND 12
/
DELINEATION BOUNDARY
%All /
I
- --- - - - - -
2
2
316
316
W
U) U)
N W O -
Z -°00
PROPOSED
42.6 LF OF
.. j
CD
Q
312
...................................... ............................... 18 "x0.3125" STEEL ENCASEMENT :.........:.........:.........:.........:.........:........ .:.........:.........:.........
Q Y
z o......:.........:.........:.........:
.........:.........:.........:.
W :...... :..� ° °O
o N
3 12
°
W /10 RJDIP @0.28 /0
Q O �-c�
O
ai r- N
(�+ cON
SEE SHEET 43 FOR
_ o o
�OC�YDMOO M
Q z
M2� W Z O 00 _j
u_ W ? O
O
CROSSING
2" •GALV STEEL
Woo r- rn ii
Q� O~ Lo w
> . _
O z
REQUIREMENTS, TYP
VENT ELEV =302
W m rn u
U) W J WO NN
= W= X~ z z
VO W(n Q'-
2 " • GALV STEEL
_j
W
0- > � w z O
BOO --
�O
~ � Y °o "
N
308
................. ................... .... VENT ELEV =301 .....:.. ...... .........:......
PROPOSED 29.7 LF OF 10" RJDIP @ 0.28% .....:......... ................... ................... ................... .................
w....:.............
D U Z �_ > >
O� - > <
:......... .........:......
Sri N
(w Q O N 11 . ##........... .... .......
J W
308
d� >°2SQU)Q'Z Z_ >
OW Q200 J p
Z
W
EXISTING 100:YR FLOOD ELEV
0- � W O
O o U Q >>
< ?
w ALONG PROPOSED SAN SEWER
0- N 06 � z z_
O =
2 LL > o w
2 w Z o
304
:.........:.........:.
:.........:. :.........:.........:.........:......... :.........:.........:.........:
:.........:.........:.........:.........:.........:....
.....:.........:.........:.....
:.......
304
~ `� O M N co
T_ 0 rn O O
CN
W J W O� N N N
o U M N N AUGER PROBE BORING
O W Q � ii ii
W Q W z z O
Q W O LO N o ii (AUGER REFUSAL)
O u-~ J J N~ ELEV= ±294
AUGER PROBE
BORING
o U > > >
N
0-Q Q W z O P -87
(BORING TERMINATED) ......
_ -
300
W ; °ts cn E z z z
:............................ ............................... ..... ... .......:.
11
/O o �0 �Q/� 2 > > w...:....... u ...............
.................. .
... .. _ z z .........:...... ........:. ................
0- ; W VJ E
............., �: ELEV= ±292
...........
.. ................... ...................
.........: .... ......... .......
300
°
PROPOSED 32.2 LF OF 10 RJDIP @ 0.28 /o
_
- -- - - - - - -� -- �, -- - - - - -- .......... EXIST
ST 000
MH A 670
-89
w ....... ......
w.......
EXIST MH A000668 EXISTING 8"
j
SAN SEWER
AUGER PROBE BORING
296
............... ...............................
(BORING TERMINATED) :...... ............ ...... .....................
......... .................
............ .............
.........: .............................
296
=_288
ELEV +
EXIST MH A000667 �'
011 o
P -81 PROPOSED 351.5 I_F OF 1 P
PROPOSED 221.0 LF OF 10" DIP @ 0.28%
PROPOSED 251.9 LF OF 10 ": DIP @ 0.28%
1 292
:.. ............. .. rn
AUGER PROBE BORING
............................. ................... ...:......... . ...........
AUGER PROBE BORING
( BORING TERMINATED)
............... :.........:.........
j
PROPOSED 22.4 LF F
.........:......... .........:.........
10" DIP 6.00%
.........:......... .........:......... .......
292 1
AUGER
PROBE
mm
» AUGER PROBE BORING
BORING (BORING TERMINATED)
AUGER PROBE BORING (BORING TERMINATED)
ELEV- ±289 ELEV= ±290
(BORING TERMINATED) - p_gg
z:::
AUGER PROBE BORING
(BORING TERMINATED)
(BORING TERMINATED) ELEV= ±289
ELEV = ±288 P -79
84
: : : �:..
fELEV=±289
P -82 % /ii
:
r:.: ELEV= ±290
P -90
288
P -77 r :: j ........ :. STA 12 +23.81 :........ .. j .........:...
............... .......................... ..... ....:.......,/, .........:..... AUGER PROBE BORING :......... ...............
ELEV= 292.43: % AUGER PROBE BORING
j
AUGER PROBE BORING ....:.........:..
(BORING TERMINATED)
. :......... .........:.........
......... :................... :......... .......
288
HAND AUGER BORING BORING TERMINATED)
(BORING TERMINATED) (
ELEV= ±291
AUGER PROBE BORING
EXISTING 8 DIP
�r_(AUGER REFUSAL)
ELEV= ±286 ELEV= ±290
P -88
(BORING TERMINATED)
P-83 P -85
SAN SEWER TO REMAIN
ELEV= ±288
=} HA -1 - 1 �
VERT 1"=4'
SCALE: HOR 1"' -40
P -78 STA 11 +81.26: f .
AUGER PROBE BORING ,
284
ELEV= 292.31
(BORING TERMINATED)
284
ELEV = ±284
cD
`n
P -80 r0 OR r0
rn
N
LO
N END
u7 u7 c0
OF BORING
�
N
00 N
N
N
(PWR)
N N N
ELEV = ±281
SEE AERIAL PIPE CROSSING PILE
SUPPORTED PIER DETAIL S -16
B -25
10
+00 11+00 12 +00
13 +00 14 +00 15 +00
16 +00
17 +00 18 +00
19 +00
A
I B
I
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT UPPER RICHLAND.dwg- August 23, 2013 - Victoria Robb

12--
--I IF
I
1/4`x2 1/2. NEOPRENE 1/4 -x3" GALV STRAP VATH E PAD 2- 114 "x3" GALV STRAPS wiTH
ADHERED TO STRAP SNUG FIT 1/4 x2 1/2 NEOPRENE PAD
(SEE NOTE 5) ADHERED TO STRAP
1/4 %6" NEOPRENE PAD 1,/4 "x6" NEOPRENE
ADHERED TO SADDLE D 314" 0 PAD ADHERED 'TO
ANCHOR BOLTS, SADDLE
= 1
ASTIM A307 OR
3/4 "O GALV
NOTE 4 SEE NOTE 4 ANCHOR BOLTS
1 FOR BAR SIZE FOR BAR SIZE ASTI41 A307
AND SPACING AND SPACING OR A36
A
8 121
` ��� •;v r STIRRUP z
#3 STIRRUP
1 111 111 I WE nw p1pF I I _ n f_
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FOR PILE SPLICE, :�Lq
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A
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18
26
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4, -0`
8, -9"
V -9i
30-36
18
26
4, -4"
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1
6, —O° 1
48
18
26
V -4®
5, -0'
9, —V
6, -6-
51-60
18
26
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5, -0"
9, -10"
6, -10" I
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SNUG FIT
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12
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SEE DING 5--18 18" F 18"
E
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PIER
1 FOOTING
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FOOTING FOOTING
1 PILE I
PIPE DIATMCKNESSITHlICKNESS
NEOPRENE PAD
WIDTH
ADHERED TO SADDLE
LENGTH
SPACING
�
W (IN.) "B` {INJ
"Cr (FT)
`D® (FT.)
"E- (FT.)
r (FT.)
F6_12
12
20
2, -4"
3, —O"
HP12x53 STEEL PILE
12
FOR PILE SPLICE,
SEE DING 5--18 18" F 18"
E
CASING
PIER
1 FOOTING
PIER
FOOTING FOOTING
1 PILE I
PIPE DIATMCKNESSITHlICKNESS
WIDTH
WDTH
LENGTH
SPACING
"D" (IN.)
W (IN.) "B` {INJ
"Cr (FT)
`D® (FT.)
"E- (FT.)
r (FT.)
F6_12
12
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9, -10"
6, -10" I
1
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9
NOTE: NO ENCASEMENT REQUIRED FOR
d l
U15T
PIPE
a
G" MIN G' MIN
2W4" MAX
4" MAX
EXIST a a �
oLPROP05! D /
PIPE
2' I -THICK COMPRE55115LP
MIN JOINT FILLER MATERIAL
1PROM5ED MFEUNE OVER =571ING PIPE PROPOSED PIPELINE UNDER EXISTING PIPE
CONCRETE CRADLE PROTECTION
FOR SEWER LINE CROSSINGS
NOT TO SCALE
A I b I c
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT DETAILS.dwg - # # ## - August 23, 2013 - Victoria Robb
INC.,
—2
11
PROFESSIONAL SEAL
FULL SCALE: 1 " =NTS
0 NTS NT
nm
2" = FULL SCALE
1 " = HALF SCALE
SPACE GREATER THAN 24" FOR SEINER LI NE5
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FLOWA5LE FILL G" PIPE
G'"
FULL TRENCH WIDTH O.D.
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PIPE
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G" MIN G' MIN
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4" MAX
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MIN JOINT FILLER MATERIAL
1PROM5ED MFEUNE OVER =571ING PIPE PROPOSED PIPELINE UNDER EXISTING PIPE
CONCRETE CRADLE PROTECTION
FOR SEWER LINE CROSSINGS
NOT TO SCALE
A I b I c
FILE NAME: L:\Projects\RALUT\2011006100RA\CADD\Plan Set \20110061 SHT DETAILS.dwg - # # ## - August 23, 2013 - Victoria Robb
INC.,
—2
11
PROFESSIONAL SEAL
FULL SCALE: 1 " =NTS
0 NTS NT
nm
2" = FULL SCALE
1 " = HALF SCALE
PROD. DATE: April 2012
Q. C.: G
Q.C. DATE: - - --
DRAWING NUMBER:
32
PROJ. NO.:
20110061
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32
PROJ. NO.:
20110061

............................ NEW MANHOLES USE AN APPROVED BITUMINOUS
BASE SEALANT THAT SHALL BE APPLIED TO
NON-SHRINK GROUT DETAIL B SEE C.O.R. STANDARD S-25 THE TOP OF THE CONE SECTION TO PROVIDE
1__TURN DOWN ELBOW �.�< FOR MANHOLE FRAME AND COVER A WATER TIGHT SEAL.
BULKHEAD AT EACH 60*
'NTH INSECT SCREEN
END OF CASING PIPE FINISHED GRADE CN
STYROFOAM PLUG TO 7\\ I
ASSIST GROUT PLACEMENT, 8"
ALL AROUND DETAIL A
24' MAX
'IN STEEL CASING PIPE ;j
z"
2" 0 GALV STEEL VENT,
3" CLEAR
DIP CARRIER PIP TWO PER CASING, ONE
AT EACH END OF COLUMN VERTICAL COLUMN HORIZONTAL OR
NORMAL FOOTING
THICKNESS, CASING PIPE VERTICAL
�u
SEE NOTE 1 ECCENTRIC KK CONE MAY
60* +10' BE USED ON 8' , 10' AND
CONCRETE FOR 0. -01 12' SEVER INS.
TO 1/8-
TOP OF COMPETE
LEVELING MAY
ROCK PROVIDE PLASTIC SHEET MANHOLE CONE AND BARREL
COMPETENT
BE PLACED NTH
3 v BOND-BREAKER BETWEEN SECTIONS SHALL BE AS PER
FOOTING 1" 1 1 ASTM. STANDARDS
C14 CARRIER PIPE AND GROUT,
T 4
­t:k, REQUIRED
_j
NOTE:
PROVIDE 2" 0 GALV STEEL DRAIN � V:
> NON-SHRINK GROUT SHALL BE 0" TO 1/8j
IN BULKHEAD AT EACH END
z: "EUCO-N-S" BY THE EUCLID Ce &0# RING SEAL
CHEMICAL DOM <
—#7 BARS 012" OF CASING PIPE AND 1/3 PANY, "MASTERFLOW
DETAIL A DETAIL B > OR RAM-NECK
AROUND PERIMETER GO YD OF CRUSHED STONE C� 4' 4#
OF FOOTING AT DRAIN, WRAP STONE 713" BY MASTER BUILDERS,
WITH FILTER FABRIC O R E QUAL. POSITION OF COLUMN DURING WELDING Tat
—NON-SHINK GROUT
TYPICAL CASING PIPE PLUG RUBBER BOOT
STEEL PILE SPLICE LATERAL INVERT SHALL NOT
60 12" #7 BARS AROUND BE LOWER THAN MAIN SPRING-
LINE, MANHOLE NEEDS TO BE
BASE
THE
WA
GRADE 60'
N
3/4"
MAX
U'
IIR RAM -NECK
PERIMETER
MAX
PERIMETER OF CARRIER PIP A/2 ABOVE 100 YEAR FLOOD PLAIN
41" OR SEALED AND VENT TO BE V
FOOTING, TOP
3/8' STEEL PLATE, TYR � 6# ABOVE 100 YEAR FLOOD PLAIN,
12"
• -v' WHEN MANHOLE TOPS ARE IN
<0 3/8"x4" STEEL Z> _L
EXCESS OF 3' ABOVE GRADE.
PLATE, TYP 9'
OUTSIDE STEPS MUST BE
• UPSTREAM FACE PROVIDED, SEE STANDARD
5/8' 0 A325 BOLT SECTION A-A S-28 FOR STEP DETAIL. IN
NON TRAFFIC AREAS, TOP OF
0
z FRAME AND COVER SHALL HE
CASING PIPE INSTALLED A HIM, OF V ABOVE
FINISHED GROUND SURFACE.
Zn w"­­47��­­-z'
N ....... . CP
.. . ..... . ........ . ............
SEE SEWER DESIGN SECTION
3/16 V 4
ADDITIONAL #4012-
1" R ON ALL CORNERS NOTE: ADDITIONAL VERTICAL BAR, A A MIN. 9' COMPACTED 067 STONE
BASE TO BE INSTALLED
SEE NOTE 1 USE A MINIMUM OF 2 SPIDERS PER JOINT SAME SIZE AS OTHERS UNDER NEW MANHOLE,
PLACED ONE FOURTH OF THE PIPE JOINT
IN NON-TRAFFIC AREAS, TOP 13F
NOTES: LENGTH IN FROM BOTH THE BELL AND PLAN — CONCRETE SUPPORT NOSING FRAME AND COVER SHALL BE
1. GEOMETRY OF FOOTING SHALL MATCH GEOMETRY OF I PIPE ALIGNMENT GUIDE SPIGOT (WHEN EXPOSED TO STEAM FLOW) INSTALLED A Ml OF F ABOVE
UN
CONCRETE PIERS WITH HEIGHT OF 6 FEET OR LESS FINISHED GRO D SURFACE.
AS PER DRAWING S-13, CITY OF RALEIGH CITY OF RA EIG 4 CITY OF RALEIGH 41,
DEPARTMENT OF PUBLIC UTILITIES DEPARTMENT OF PUBLIC UTILITIES DEPARTMENT OF PUBLIC UTILITIES DEPARTMENT OF PUBLIC OF RALEIGH
BLIC UTILITIES
2. NON-SHRINK GROUT SHALL BE "EUCO-N-S" BY . ...............
THE EUCLID CHEMICAL COMPANY, -MASTERFLOW AERIAL PIPE CROSSING E I AERIAL PIPE CROSSING AERIAL PIPE CROSSING
STANDARD PRECAST SANITARY
713" BY MASTER BULDERS, OR EQUAL
CONCRETE PIER ON BEDROCK CASING PIPE DETAILS CONCRETE SUPPORT DETAILS
E Dt SEWER MANHOLE
_Nt CAR MEMSM ME joft, wo—,4 RiVil REWSM DATE �M DAIE "sms DAIE
J_
S-17 S 16
F S_1 7 S-18 IDWG, NOIREVISIONS iDATE REVISIONS DATE
I - I Yz.x 1 12-31-921 ARA 2-21 -CCU I
L
A
VENT OPENING TO
I
B
............
A BILL OF MATERIAL FOR 4' MANHOLE
12 1 = 1; 1 ing w g m a a a WA i
BAR SIZE LENGTH N11 WT, LB&
FLOOD ELEVATIO
T2 #5 W-6- IS 103
z
CL. 'A' CONCRETE TOTAL CU, YDS 1,000
............................ NEW MANHOLES USE AN APPROVED BITUMINOUS
BASE SEALANT THAT SHALL BE APPLIED TO
NON-SHRINK GROUT DETAIL B SEE C.O.R. STANDARD S-25 THE TOP OF THE CONE SECTION TO PROVIDE
1__TURN DOWN ELBOW �.�< FOR MANHOLE FRAME AND COVER A WATER TIGHT SEAL.
BULKHEAD AT EACH 60*
'NTH INSECT SCREEN
END OF CASING PIPE FINISHED GRADE CN
STYROFOAM PLUG TO 7\\ I
ASSIST GROUT PLACEMENT, 8"
ALL AROUND DETAIL A
24' MAX
'IN STEEL CASING PIPE ;j
z"
2" 0 GALV STEEL VENT,
3" CLEAR
DIP CARRIER PIP TWO PER CASING, ONE
AT EACH END OF COLUMN VERTICAL COLUMN HORIZONTAL OR
NORMAL FOOTING
THICKNESS, CASING PIPE VERTICAL
�u
SEE NOTE 1 ECCENTRIC KK CONE MAY
60* +10' BE USED ON 8' , 10' AND
CONCRETE FOR 0. -01 12' SEVER INS.
TO 1/8-
TOP OF COMPETE
LEVELING MAY
ROCK PROVIDE PLASTIC SHEET MANHOLE CONE AND BARREL
COMPETENT
BE PLACED NTH
3 v BOND-BREAKER BETWEEN SECTIONS SHALL BE AS PER
FOOTING 1" 1 1 ASTM. STANDARDS
C14 CARRIER PIPE AND GROUT,
T 4
­t:k, REQUIRED
_j
NOTE:
PROVIDE 2" 0 GALV STEEL DRAIN � V:
> NON-SHRINK GROUT SHALL BE 0" TO 1/8j
IN BULKHEAD AT EACH END
z: "EUCO-N-S" BY THE EUCLID Ce &0# RING SEAL
CHEMICAL DOM <
—#7 BARS 012" OF CASING PIPE AND 1/3 PANY, "MASTERFLOW
DETAIL A DETAIL B > OR RAM-NECK
AROUND PERIMETER GO YD OF CRUSHED STONE C� 4' 4#
OF FOOTING AT DRAIN, WRAP STONE 713" BY MASTER BUILDERS,
WITH FILTER FABRIC O R E QUAL. POSITION OF COLUMN DURING WELDING Tat
—NON-SHINK GROUT
TYPICAL CASING PIPE PLUG RUBBER BOOT
STEEL PILE SPLICE LATERAL INVERT SHALL NOT
60 12" #7 BARS AROUND BE LOWER THAN MAIN SPRING-
LINE, MANHOLE NEEDS TO BE
BASE
THE
WA
GRADE 60'
N
3/4"
MAX
U'
IIR RAM -NECK
PERIMETER
MAX
PERIMETER OF CARRIER PIP A/2 ABOVE 100 YEAR FLOOD PLAIN
41" OR SEALED AND VENT TO BE V
FOOTING, TOP
3/8' STEEL PLATE, TYR � 6# ABOVE 100 YEAR FLOOD PLAIN,
12"
• -v' WHEN MANHOLE TOPS ARE IN
<0 3/8"x4" STEEL Z> _L
EXCESS OF 3' ABOVE GRADE.
PLATE, TYP 9'
OUTSIDE STEPS MUST BE
• UPSTREAM FACE PROVIDED, SEE STANDARD
5/8' 0 A325 BOLT SECTION A-A S-28 FOR STEP DETAIL. IN
NON TRAFFIC AREAS, TOP OF
0
z FRAME AND COVER SHALL HE
CASING PIPE INSTALLED A HIM, OF V ABOVE
FINISHED GROUND SURFACE.
Zn w"­­47��­­-z'
N ....... . CP
.. . ..... . ........ . ............
SEE SEWER DESIGN SECTION
3/16 V 4
ADDITIONAL #4012-
1" R ON ALL CORNERS NOTE: ADDITIONAL VERTICAL BAR, A A MIN. 9' COMPACTED 067 STONE
BASE TO BE INSTALLED
SEE NOTE 1 USE A MINIMUM OF 2 SPIDERS PER JOINT SAME SIZE AS OTHERS UNDER NEW MANHOLE,
PLACED ONE FOURTH OF THE PIPE JOINT
IN NON-TRAFFIC AREAS, TOP 13F
NOTES: LENGTH IN FROM BOTH THE BELL AND PLAN — CONCRETE SUPPORT NOSING FRAME AND COVER SHALL BE
1. GEOMETRY OF FOOTING SHALL MATCH GEOMETRY OF I PIPE ALIGNMENT GUIDE SPIGOT (WHEN EXPOSED TO STEAM FLOW) INSTALLED A Ml OF F ABOVE
UN
CONCRETE PIERS WITH HEIGHT OF 6 FEET OR LESS FINISHED GRO D SURFACE.
AS PER DRAWING S-13, CITY OF RALEIGH CITY OF RA EIG 4 CITY OF RALEIGH 41,
DEPARTMENT OF PUBLIC UTILITIES DEPARTMENT OF PUBLIC UTILITIES DEPARTMENT OF PUBLIC UTILITIES DEPARTMENT OF PUBLIC OF RALEIGH
BLIC UTILITIES
2. NON-SHRINK GROUT SHALL BE "EUCO-N-S" BY . ...............
THE EUCLID CHEMICAL COMPANY, -MASTERFLOW AERIAL PIPE CROSSING E I AERIAL PIPE CROSSING AERIAL PIPE CROSSING
STANDARD PRECAST SANITARY
713" BY MASTER BULDERS, OR EQUAL
CONCRETE PIER ON BEDROCK CASING PIPE DETAILS CONCRETE SUPPORT DETAILS
E Dt SEWER MANHOLE
_Nt CAR MEMSM ME joft, wo—,4 RiVil REWSM DATE �M DAIE "sms DAIE
J_
S-17 S 16
F S_1 7 S-18 IDWG, NOIREVISIONS iDATE REVISIONS DATE
I - I Yz.x 1 12-31-921 ARA 2-21 -CCU I
L
Zhu
VENT OPENING TO
BE TWO FOOT ABOVE
l­—T2 BARS AT 8- CTS--
............
A BILL OF MATERIAL FOR 4' MANHOLE
12 1 = 1; 1 ing w g m a a a WA i
BAR SIZE LENGTH N11 WT, LB&
FLOOD ELEVATIO
T2 #5 W-6- IS 103
z
CL. 'A' CONCRETE TOTAL CU, YDS 1,000
SEAL AROUND
Cu
•ENT OPENING TO
6° -0'
8' D1 HALF-ROUND--_z,,�
REINFORCED CONC, FOOTING FOR
VENT PIPE
4' PRECAST MANHOLE
1
BILL OF MATERIAL FOR 4' MANHOLE
Zhu
VENT OPENING TO
BE TWO FOOT ABOVE
.................. ...
mm��wlm�
............
<
12 1 = 1; 1 ing w g m a a a WA i
A ALL BASES ARE MINIMUM 9' THICK
F-
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..........
* SEE VENT DETAIL
3
2
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DOPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OFW.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\20110061 OORA\CADD\Plan Set\20110061 SHT DETAILS.dwg -#### - August 23, 2013 - Victoria Robb
PROFESSIONAL SEAL
FULL SCALE: V=40
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z w
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SLOPE FINISHED GRADE
MANHOLE TO
Ce
SECTION AT RIGHT ANGLE TO CENTER LINE OF PIPE
AWAY FROM MANHOLE
HAVE CAST
IN
Lu CL
cc
w
ALL SIDES.
RISER OPPOSITE
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ACCOMODATE
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A.
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0 a t
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LL
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L�j CC
bi
z
NO MORE THAN THREE
0
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JOINTS OF HALF PIPE.
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Lu III Ld LLJ
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A
T4H.Y.FE
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0 T_ 0
EL
Lo
z
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INVERT SHOU DUCTILE IRON
I-DE "' &
F
FROM PREVIOUS
2'0"
4.
4.
L)
DUCTILE IRON MANHOLE
THYFE
-A-
AS z C3
W.
TO NEXT
w z
MANHOLE SLOPE 10%
C3
rz C3 u
w Dt u m w
z > w
OR GREATER
STAINLESS
0 w _j EL
z Ld w z _j <
=
PRECAST
VENT DETAIL
STEEL BOLTS
C3 U3 Ic :r , C3
< -4 W z �, I,
MANHOLE
go UJ &1) Lj <
u < L Z
=) p < M m 0 0- C3 CU
SECTION ALONG CENTER LINE OF PIPE
m OTHER ACCEPTABLE
Ld C3 0 U C3
iry GO
m w P W m m
COVERS
Z
0 _j C3 U C3 w & u
0-
NOTEli
NOTE:
W w Z
Z P W < Z
C3 < ZD Z I 0
NO HORIZONTAL ALIGNMENT CHANGE
MC TEE -STYLE
.? .,Af ,
< w C3 <
m U L) z
W _j =) w < 0 Z w �- W
CAN BE MADE WITH IN THIS MANHOLE
ACCEPTABLE FOR USE ON
<
0 w _j m w 0 -j w
z Of F_ 0 0 U 5
TYPE. USE ON GRADES 10% OR GREATER,
RICHLAND CREEK SEWER
INTERCEPTOR UNLESS
:iy!
c
z w 0 'r CS > N
0 m w F- W N W 10 Z Z 0 w
OTHERWISE NOTED ON
6 _j =) 3: m < 0 < w I = O� CC W
LLI LL. m F_ > _j u x 00 F_ OL #t U- Z (4
PLAN AND PROFILE.
z -4 t!3 m 4 vi ;6
NOTES:
STONE
CITY OF RALEIGH
1. VENT MUST BE FACTORY
WELDED
CITY OF
RALEIGH
CITY OF RALEIGH
FABRICATED AND 'HOT DIPPED'
IEPARTMENT OF PUBLIC UTILITIES
DEPARTMENT OF PUBLIC UTILITIES
GALVANIZED,
�
2 MANHOLE M
NUBER NEEDS
DEPARTMENT
TO STANDARD
OF PUBLIC
SEAL
UTILITIES
TIGHT MANHOLE
TANDARD MANHOLE INSTALLATION
STANDARD HIGH VELOCITY MANHOLE INVERT
COINCIDE WITH VENT NUMBER
TIER EXISTING SEWER MAIN
WITH VENTED
STACK
NS DATE REVISIONS I DATE
DWG, NO, REVISIONS DATE IREVffifflZ ATE I
DWG. NEI, REVISIONS
DA!9��ISIONS I DATE
13-1-87 RRH 13-30--60-1
S-23 ......................................
Y.C.A.
S-24
112-31-911
RRH 13-30-00
m. 112-31-91 1 A.B.D. I
Y,CA, 112-31-91 1 1 1
D,W�U.
16 -7-991
kB.B. 14 -15-04
A I b
I
DOPYRIGHT C, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OFW.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\20110061 OORA\CADD\Plan Set\20110061 SHT DETAILS.dwg -#### - August 23, 2013 - Victoria Robb
PROFESSIONAL SEAL
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20110061
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20110061

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DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: L:\Projects\RALUT\20110061 00RA \CADD \Plan Set \20110061 SHT DETAILS.dwg - # # ## - August 23, 2013 - Victoria Robb
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(� 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F -0374 J
PROFESSIONAL SEAL
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FILE NAME: L:\Projects\RALUT\20110061 00RA \CADD \Plan Set \20110061 SHT DETAILS.dwg - # # ## - August 23, 2013 - Victoria Robb
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(� 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F -0374 J
PROFESSIONAL SEAL
FULL SCALE: 1"=40
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PROJ. NO.:
20110061

2—
1
A I B I C
NOTES:
1. A GROOVE JOINT 1" DEEP WITH 1/8" RADII SHALL BE REQUIRED IN THE CONCRETE
SIDEWALK AT S INTERVALS. ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT
45' INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE THE
SIDEWALK ABUTS ANY CURB & GUTTER AND ANY RIGID STRUCTURES.
2. IN SIDEWALKS & PLAZA AREAS EXPANSION JOINTS ARE REQUIRED AT NO
GREATER THAN 30' INTERVALS.
3. CONCRETE SHALL BE 3600 PSI. IN 28 DAYS.
4. CONCRETE TRUCK WASHOUT SHALL NOT BE ALLOWED ON SITE. ALL EXCESS
CONCRETE NOT USED IN CONSTRUCTION SHALL BE DISPOSED OF OFF SITE.
* UNLESS NOTED OTHERWISE ON PLANS.
1 /8" RADIUS 5'MAX
GROOVED JOINT IN SIDEWALK
JOINT SEALER JOINT SEALER
5'MAX
1/8" RAD 1/8" RAD 1/8" TO 1/4"
SURFACE OF PAVEMENT
a a
d 4 Q
JOINT FILLER 1/2" JOINT FILLER
1/2" �{
TRANSVERSE EXPANSION JOINT IN SIDEWALK
a " d
Q
d
I
SIDEWALK ADJACENT TO GRASSED AREAS AND PLANTERS
CONCRETE SIDEWALK
NOT TO SCALE
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20.500
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NOTES- ALL EDGES HAVE A 1116 RADIUS
TOLERANCE ±.0625
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A 1 5/912013 1 RELEASED
& TAYLOR
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NOTES:
1. DEPTH OF ENCASEMENT PIPE SHALL BE A MIN. OF 3 BELOW THE SUBGRADE OF PAVEMENT OR A MIN. OF 5' BELOW TOP OF ASPHALT.
2. STEEL ENCASEMENT PIPE SHALL CONFORM TO ASTM A -139 WITH WALL THICKNESS AND GRADE AS DEFINED IN THE SPECIFICATIONS.
MINIMUM ALLOWABLE YIELD STRENGTH IS 35,000 PSI.
BORE /ENCASEMENT SHALL EXTEND FROM DITCH LINE TO DITCH LINE IN CUT SECTIONS.
BORE /ENCASEMENT SHALL EXTEND 5 FEET BEYOND TOE OF SLOPE IN FILL SECTIONS.
BORE /ENCASEMENT SHALL EXTEND 10 FEET BEYOND EDGE OF PAVEMENT IN SECTIONS WITH NO FILL OR DITCH.
3. CARRIER PIPE SHALL BE ADEQUATELY SUPPORTED THE ENTIRE LENGTH WITHIN THE CASING BY USING "SPIDER" STEEL SUPPORTS AT A
MAXIMUM OF 9 FOOT CENTERS (ONE AT EACH JOINT AND ONE INTERMEDIATE). OTHER METHODS MUST MEET APPROVAL OF THE
ENGINEER OR OWNER.
4. REFER TO PLANS FOR ENTRY AND RECEIVING PIT DIMENSIONS FOR EACH HORIZONTAL BORE AND JACK LOCATION.
5. TRAFFIC CONTROL SHALL CONFORM TO MUTCD TO ALLOW TWO LANE TRAFFIC. TRAFFIC BARRIERS SHALL BE WRAPPED AROUND PITS
AND TAPERED TO AVOID BLUNT END WHERE PITS ARE WITHIN OR NEAR CLEAR RECOVERY AREA.
6. EXCAVATION PROTECTION PLAN: CONTRACTOR SHALL PROVIDE SHEETING, SHORING, AND BRACING MATERIALS AND INSTALLATION
REQUIRED TO PROTECT EXCAVATIONS, ROADWAYS AND ADJACENT STRUCTURES AND PROPERTY; INCLUDE STRUCTURAL
CALCULATIONS TO SUPPORT PLAN. PREPARE EXCAVATION PROTECTION PLAN UNDER DIRECT SUPERVISION OF PROFESSIONAL
ENGINEER EXPERIENCED IN DESIGN OF THIS WORK AND LICENSED INSTATE OF NORTH CAROLINA. POSITIVE SHORING SHALL BE
ACCEPTABLE TO DISTRICT ENGINEER'S OFFICE AND THE NCDOT UTILITIES UNIT. STANDARD TRENCH BOX SHORING SHALL NOT BE
CONSIDERED AN ACCEPTABLE PLAN WHERE EXCAVATIONS WITHIN NCDOT ARE GREATER THAN 10 FEET IN DEPTH AND ALSO ARE
WITHIN THE THEORETICAL 1:1 SLOPE. CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING ENGINEERED EXCAVATION AND POSITIVE
SHORING PLAN INCLUDING GEOTECHNICAL AND STRUCTURAL CALCULATIONS IN ACCORDANCE ENCROACHMENT CRITERIA
CHECKLIST - POSITIVE SHORING NCDOT CONTROL OF ACCESS FACILITIES. PLAN SHALL BE SEALED BY NORTH CAROLINA REGISTERED
ENGINEER. NCDOT REVIEW OF THE SUBMITTAL MAY BE 6 -12 WEEKS DEPENDING ON THE COMPLETENESS OF THE SUBMITTAL OR MORE
IF THE GENERAL METHOD IS NOT ACCEPTED. THIS SUBMITTAL SHALL BE READY FOR SUBMISSION TO NCDOT DESIGN SERVICES UNIT
WITHIN 10 DAYS FROM NOTICE TO PROCEED. CONTRACTOR IS RESPONSIBLE FOR ACQUIRING APPROVAL FROM NCDOT AND ANY
ASSOCIATED DELAYS OR DELINQUENCIES EXPERIENCED DURING THE SUBMITTAL PROCESS.
7. ANNULUS SPACE BETWEEN ENCASEMENT PIPE AND CARRIER PIPE SHALL BE GROUTED.
8. CONTRACTOR SHALL PROVIDE ADEQUATE DEWATERING OF ALL BORE PIT EXCAVATIONS AS REQUIRED.
ENCASEMENT PIPE UNDER HIGHWAYS & ROADS
NOT TO SCALE
—2
CASING
NOTE. NO ENCASEMENT REQUIRM) FOR
PIPE
LLI
SPACE GREATER THAN 214" rOR.5EMP, LINE5,
QCO
CLASS B
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NOTES:
1. DEPTH OF ENCASEMENT PIPE SHALL BE A MIN. OF 3 BELOW THE SUBGRADE OF PAVEMENT OR A MIN. OF 5' BELOW TOP OF ASPHALT.
2. STEEL ENCASEMENT PIPE SHALL CONFORM TO ASTM A -139 WITH WALL THICKNESS AND GRADE AS DEFINED IN THE SPECIFICATIONS.
MINIMUM ALLOWABLE YIELD STRENGTH IS 35,000 PSI.
BORE /ENCASEMENT SHALL EXTEND FROM DITCH LINE TO DITCH LINE IN CUT SECTIONS.
BORE /ENCASEMENT SHALL EXTEND 5 FEET BEYOND TOE OF SLOPE IN FILL SECTIONS.
BORE /ENCASEMENT SHALL EXTEND 10 FEET BEYOND EDGE OF PAVEMENT IN SECTIONS WITH NO FILL OR DITCH.
3. CARRIER PIPE SHALL BE ADEQUATELY SUPPORTED THE ENTIRE LENGTH WITHIN THE CASING BY USING "SPIDER" STEEL SUPPORTS AT A
MAXIMUM OF 9 FOOT CENTERS (ONE AT EACH JOINT AND ONE INTERMEDIATE). OTHER METHODS MUST MEET APPROVAL OF THE
ENGINEER OR OWNER.
4. REFER TO PLANS FOR ENTRY AND RECEIVING PIT DIMENSIONS FOR EACH HORIZONTAL BORE AND JACK LOCATION.
5. TRAFFIC CONTROL SHALL CONFORM TO MUTCD TO ALLOW TWO LANE TRAFFIC. TRAFFIC BARRIERS SHALL BE WRAPPED AROUND PITS
AND TAPERED TO AVOID BLUNT END WHERE PITS ARE WITHIN OR NEAR CLEAR RECOVERY AREA.
6. EXCAVATION PROTECTION PLAN: CONTRACTOR SHALL PROVIDE SHEETING, SHORING, AND BRACING MATERIALS AND INSTALLATION
REQUIRED TO PROTECT EXCAVATIONS, ROADWAYS AND ADJACENT STRUCTURES AND PROPERTY; INCLUDE STRUCTURAL
CALCULATIONS TO SUPPORT PLAN. PREPARE EXCAVATION PROTECTION PLAN UNDER DIRECT SUPERVISION OF PROFESSIONAL
ENGINEER EXPERIENCED IN DESIGN OF THIS WORK AND LICENSED INSTATE OF NORTH CAROLINA. POSITIVE SHORING SHALL BE
ACCEPTABLE TO DISTRICT ENGINEER'S OFFICE AND THE NCDOT UTILITIES UNIT. STANDARD TRENCH BOX SHORING SHALL NOT BE
CONSIDERED AN ACCEPTABLE PLAN WHERE EXCAVATIONS WITHIN NCDOT ARE GREATER THAN 10 FEET IN DEPTH AND ALSO ARE
WITHIN THE THEORETICAL 1:1 SLOPE. CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING ENGINEERED EXCAVATION AND POSITIVE
SHORING PLAN INCLUDING GEOTECHNICAL AND STRUCTURAL CALCULATIONS IN ACCORDANCE ENCROACHMENT CRITERIA
CHECKLIST - POSITIVE SHORING NCDOT CONTROL OF ACCESS FACILITIES. PLAN SHALL BE SEALED BY NORTH CAROLINA REGISTERED
ENGINEER. NCDOT REVIEW OF THE SUBMITTAL MAY BE 6 -12 WEEKS DEPENDING ON THE COMPLETENESS OF THE SUBMITTAL OR MORE
IF THE GENERAL METHOD IS NOT ACCEPTED. THIS SUBMITTAL SHALL BE READY FOR SUBMISSION TO NCDOT DESIGN SERVICES UNIT
WITHIN 10 DAYS FROM NOTICE TO PROCEED. CONTRACTOR IS RESPONSIBLE FOR ACQUIRING APPROVAL FROM NCDOT AND ANY
ASSOCIATED DELAYS OR DELINQUENCIES EXPERIENCED DURING THE SUBMITTAL PROCESS.
7. ANNULUS SPACE BETWEEN ENCASEMENT PIPE AND CARRIER PIPE SHALL BE GROUTED.
8. CONTRACTOR SHALL PROVIDE ADEQUATE DEWATERING OF ALL BORE PIT EXCAVATIONS AS REQUIRED.
ENCASEMENT PIPE UNDER HIGHWAYS & ROADS
NOT TO SCALE
—2
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r
PIPE
'� FIPEUNE �
12" 1 "THICK COMPRE55113LE /l
MIN - JOINT FILLER MATERIAL
PROMSeD PI LINE OVER EXISTING PIPe PROPOSED PIPELINE UNDER EXISTING PIPE
CONCRETE CRADLE PROTECTION
FOR SEWER LINE CROSSINGS
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DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
PROFESSIONAL SEAL
FULL SCALE: 1"=40
0 40 80
2" = FULL SCALE
1 " = HALF SCALE
NOTE. NO ENCASEMENT REQUIRM) FOR
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DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
PROFESSIONAL SEAL
FULL SCALE: 1"=40
0 40 80
2" = FULL SCALE
1 " = HALF SCALE
PROJ. DATE: April 2012
Q.C.: GF
Q.C. DATE: - - --
DRAWING NUMBER:
35
PROJ. NO.:
20110061
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3
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CONTRACTOR TO REMOVE A
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EXISTING MANHOLE
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BE FLUSH WITH INSIDE
FACE OF BASE SECTION
GRAVITY SEWER 3" MAX
MANHOLE INVERT
PIPE CLAMP
d .
. d C C
NOTES:
1. MATERIAL SPECIFICATIONS: NEOPRENE BOOT -ASTM C -923; PIPE CLAMP & EXPANSION
CLAMP - STAINLESS STEEL, ASTM C -923.
2. TWO PIPE CLAMPS REQUIRED FOR PIPE O.D.'S 15" AND LARGER.
STANDARD MANHOLE BOOT
NOT TO SCALE
B
6" MINIMUM OR TO
FIRST RISER SECTION
EXISTING GRADE
o
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INSIDE FILLED WITH d
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A
PROVIDE CONCRETE
CAP A MINIMUM OF 6"
THICK
U)
W
>
PLUG WITH NON - SHRINK GROUT
6" MINIMUM (INSIDE MANHOLE)
NOTES:
1. MANHOLE FRAME & COVER AND ANY PRECAST CONCRETE SECTIONS THAT ARE
REMOVED WILL REMAIN PROPERTY OF THE OWNER.
2. ALL EXISTING MANHOLE ITEMS REMOVED SHALL BE DELIVERED TO A STORAGE
LOCATION SPECIFIED BY THE OWNER. FOR BID PURPOSES, STORAGE
LOCATIONS IS PRESUMED TO BE NORTH RALEIGH OPERATIONS (STARR ROAD).
MANHOLE ABANDONMENT
NOT TO SCALE
MANHOLE SECTION
C
CORE HOLE FOR INLET
SANITARY LINE WITH
CORING MACHINE AND
INSTALL RUBBER BOOT
B
- EXISTING OR
PROPOSED
MANHOLE
NOTES:
1. PIPE AND FITTINGS FOR INSIDE DROP SHALL BE SDR 35 PVC CONFORMING TO
ASTM SPECIFICATION D3034.
2. BOTTOM BEND TO BE 45° SHORT BEND (TO PROVIDE SMOOTH TRANSITION INTO
CHANNEL FLOW), BELL BY SPIGOT, OF SDR 35 PVC SPIGOT SHALL REST
DIRECTLY ON SHELF. CONSTRUCT TROUGH FROM DROP EFFLUENT TO MAIN
CHANNEL.
3. SECURE INSIDE DROP BOWL ASSEMBLY WITH STAINLESS STEEL PIPE BRACKETS.
SECURE DROP PIPE WITH MINIMUM OF TWO FASTENERS VERTICAL. ADD EXTRA
BRACKETS TO MAINTAIN MAXIMUM SPACING OF 3 -FEET. MINIMUM OF TWO
STAINLESS BOLTS REQUIRED PER BRACKET.
4. CORE HOLE SHALL NOT ENTER CONE SECTION OR BE IN A JOINT.
5. MINIMUM DIAMETER OF INSIDE DROP MANHOLE SHALL BE 5 -FEET.
6. INTERIOR DROPS ARE NOT REQUIRED WHERE THE VERTICAL DROP IS LESS
THAN OR EQUAL TO 30- INCHES ABOVE THE CROWN OF THE 36 -INCH
INTERCEPTOR. WHERE THE DROP EXCEEDS 30- INCHES, INTERIOR DROP SHALL
BE CONSISTENT WITH THE INTERIOR BOWL ASSEMBLY.
EXISTING MANHOLE WALL
NON - SHRINK GROUT INSTALL CONCRETE COLLAR, MIN
ALL AROUND 6 3,600 PSI ALL AROUND NEW PIPE
MIN
EXTEND NEW PIPE A MINIMUM #67 STONE ALL AROUND
OF 2" INTO EXISTING MANHOLE
RAMP DOWN TO EXISTING I I GRAVITY SEWER
BENCH WITH GROUT
,a
d
d a a a N/
EXISTING MANHOLE BASE
NOTES:
1. WHEN CORING IS NOT POSSIBLE, REMOVE EXISTING PIPE AND MANHOLE WALL AS NECESSARY
TO INSTALL NEW PIPE. MINIMUM OPENING IN WALL SHALL BE PIPE O.D. +3" ALL AROUND. AFTER
PIPE INSTALLATION, FILL VOIDS AROUND PIPE COMPLETELY WITH NON - SHRINK GROUT.
2. NEW PIPES TO EXISTING MANHOLES MAYBE INSTALLED FOR PIPE REPLACEMENT OR SERVICE
LATERAL REPLACEMENT.
CONNECTION TO EXISTING MANHOLE
NOT TO SCALE
RUBBER
BOOT
INSIDE DROP BOWL
SECURED WITH
LU
STAINLESS STEEL
2
FASTENERS
LU
EXTERNAL PIPE
w
COUPLER
CL
J
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2
LU
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FACE OF BASE SECTION
GRAVITY SEWER 3" MAX
MANHOLE INVERT
PIPE CLAMP
d .
. d C C
NOTES:
1. MATERIAL SPECIFICATIONS: NEOPRENE BOOT -ASTM C -923; PIPE CLAMP & EXPANSION
CLAMP - STAINLESS STEEL, ASTM C -923.
2. TWO PIPE CLAMPS REQUIRED FOR PIPE O.D.'S 15" AND LARGER.
STANDARD MANHOLE BOOT
NOT TO SCALE
B
6" MINIMUM OR TO
FIRST RISER SECTION
EXISTING GRADE
o
X. a
INSIDE FILLED WITH d
SELECT BACKFILL
A
PROVIDE CONCRETE
CAP A MINIMUM OF 6"
THICK
U)
W
>
PLUG WITH NON - SHRINK GROUT
6" MINIMUM (INSIDE MANHOLE)
NOTES:
1. MANHOLE FRAME & COVER AND ANY PRECAST CONCRETE SECTIONS THAT ARE
REMOVED WILL REMAIN PROPERTY OF THE OWNER.
2. ALL EXISTING MANHOLE ITEMS REMOVED SHALL BE DELIVERED TO A STORAGE
LOCATION SPECIFIED BY THE OWNER. FOR BID PURPOSES, STORAGE
LOCATIONS IS PRESUMED TO BE NORTH RALEIGH OPERATIONS (STARR ROAD).
MANHOLE ABANDONMENT
NOT TO SCALE
MANHOLE SECTION
C
CORE HOLE FOR INLET
SANITARY LINE WITH
CORING MACHINE AND
INSTALL RUBBER BOOT
B
- EXISTING OR
PROPOSED
MANHOLE
NOTES:
1. PIPE AND FITTINGS FOR INSIDE DROP SHALL BE SDR 35 PVC CONFORMING TO
ASTM SPECIFICATION D3034.
2. BOTTOM BEND TO BE 45° SHORT BEND (TO PROVIDE SMOOTH TRANSITION INTO
CHANNEL FLOW), BELL BY SPIGOT, OF SDR 35 PVC SPIGOT SHALL REST
DIRECTLY ON SHELF. CONSTRUCT TROUGH FROM DROP EFFLUENT TO MAIN
CHANNEL.
3. SECURE INSIDE DROP BOWL ASSEMBLY WITH STAINLESS STEEL PIPE BRACKETS.
SECURE DROP PIPE WITH MINIMUM OF TWO FASTENERS VERTICAL. ADD EXTRA
BRACKETS TO MAINTAIN MAXIMUM SPACING OF 3 -FEET. MINIMUM OF TWO
STAINLESS BOLTS REQUIRED PER BRACKET.
4. CORE HOLE SHALL NOT ENTER CONE SECTION OR BE IN A JOINT.
5. MINIMUM DIAMETER OF INSIDE DROP MANHOLE SHALL BE 5 -FEET.
6. INTERIOR DROPS ARE NOT REQUIRED WHERE THE VERTICAL DROP IS LESS
THAN OR EQUAL TO 30- INCHES ABOVE THE CROWN OF THE 36 -INCH
INTERCEPTOR. WHERE THE DROP EXCEEDS 30- INCHES, INTERIOR DROP SHALL
BE CONSISTENT WITH THE INTERIOR BOWL ASSEMBLY.
EXISTING MANHOLE WALL
NON - SHRINK GROUT INSTALL CONCRETE COLLAR, MIN
ALL AROUND 6 3,600 PSI ALL AROUND NEW PIPE
MIN
EXTEND NEW PIPE A MINIMUM #67 STONE ALL AROUND
OF 2" INTO EXISTING MANHOLE
RAMP DOWN TO EXISTING I I GRAVITY SEWER
BENCH WITH GROUT
,a
d
d a a a N/
EXISTING MANHOLE BASE
NOTES:
1. WHEN CORING IS NOT POSSIBLE, REMOVE EXISTING PIPE AND MANHOLE WALL AS NECESSARY
TO INSTALL NEW PIPE. MINIMUM OPENING IN WALL SHALL BE PIPE O.D. +3" ALL AROUND. AFTER
PIPE INSTALLATION, FILL VOIDS AROUND PIPE COMPLETELY WITH NON - SHRINK GROUT.
2. NEW PIPES TO EXISTING MANHOLES MAYBE INSTALLED FOR PIPE REPLACEMENT OR SERVICE
LATERAL REPLACEMENT.
CONNECTION TO EXISTING MANHOLE
NOT TO SCALE
POSITION STEPS
AWAY FROM DROP
AS SHOWN
SECTION A —A
INSIDE DROP MANHOLE CONNECTION
NOT TO SCALE
SECTION B —B
MAINTAIN CONTINUOUS
FLOWLINE
ECCENTRIC ECCENTRIC COUPLING FOR
BUSHING CONNECTING PIPES OF UNEQUAL
DIAMETER. OR APPROVED EQUAL
EXIST PVC OR
VC /TC PIPE FLOW DUCTILE IRON PIPE
= 6" MIN. (TO BE PLACED
'' ON UNDISTURBED EARTH)
a ': ' .
MIN. 12" MIN. 12"
AGGREGATE STONE
BEDDING, MIN. 8" TOP &
SIDES, TYPICAL
FERNCO -1056 SERIES W/ STAINLESS
STEEL CLAMPS AND SHEAR RINGS,
MISSION PRODUCTS
EXIST PVC OR
VC/TC PIPE DUCTILE IRON PIPE
"a
6" CONCRETE ELEVATION
BOTTOM, TYPICAL
NOTE:
SEE STANDARD SEWER LINE TRENCH DETAIL FOR PIPE BEDDING
BEYOND COUPLING.
STANDARD SEWER LINE COUPLING
C
NOT TO SCALE
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
3
� a i CCL rirt
SECURED TO
RE
—2
1
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
( 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F -0374 J
PROFESSIONAL SEAL
FULL SCALE: 1"=40
0 40 80
nm
2" = FULL SCALE
r 1 " = HALF SCALE
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C
NOT TO SCALE
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
3
� a i CCL rirt
SECURED TO
RE
—2
1
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
( 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F -0374 J
PROFESSIONAL SEAL
FULL SCALE: 1"=40
0 40 80
nm
2" = FULL SCALE
r 1 " = HALF SCALE
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20110061
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PROJ. NO.:
20110061

FLAT
3
2-
1
A
TYPE 2
FLAT BOTTOM TRENCH WITH BACKFILL
LIGHTLY CONSOLIDATED TO CENTERLINE OF
PIPE (FLAT BOTTOM IS DEFINED AS
UNDISTURBED EARTH)
TYPE 3
PIPE BEDDED IN 4" MINIMUM LOOSE SOIL WITH BACKFILL
LIGHTLY CONSOLIDATED TO TOP OF PIPE (LOOSE SOIL IS DEFINED AS NATIVE SOIL
EXCAVATED FROM THE TRENCH, FREE OF ROCK, ORGANIC MATERIAL, FOREIGN MATERIALS
AND FROZEN EARTH.)
�cxixixixixix�xi TYPE 5
TYPE 4 PIPE BEDDED TO IT'S CENTERLINE IN COMPACTED
PIPE BEDDED IN SAND, GRAVEL, OR CRUSHED GRANULAR MATERIAL, 4" MINIMUM UNDER PIPE.
STONE TO A DEPTH OF 1/8 PIPE DIAMETER, 4" COMPACTED GRANULAR OR SELECT MATERIAL TO TOP
MINIMUM WITH BACKFILL COMPACTED TO TOP OF PIPE. (APPROXIMATELY 90 PERCENT STANDARD
OF PIPE. PRCTOR, AASTO T -99)
(APPROXIMATELY 80 PERCENT STANDARD (SELECT MATERIAL IS DEFINED AS NATIVE SOIL
PROCTOR, AASHTO T -99) EXCAVATED FROM THE TRENCH, FREE OF ROCKS,
ORGANIC MATERIAL, FOREIGN MATERIALS AND FROZEN
NOTES: EARTH)
1. TYPE 2 AND TYPE 3 SHALL BE THE SELECTED EMBEDMENT CONDITION FOR ALL DUCTILE IRON MAIN 14 -INCH
AND LARGER UNLESS ACTUAL LAYING CONDITIONS REQUIRE MORE STRINGENT (TYPE 4 OR 5) EMBEDMENT.
2. FOR NORMAL PIPE SIZES 14 INCH AND LARGER, CONSIDERATION SHOULD BE GIVEN TO THE USE OF LAYING
CONDITIONS OTHER THAN TYPE 1.
3. CONSIDERATION OF THE PIPE -ZONE EMBEDMENT CONDITIONS INCLUDED IN THIS FIGURE MAY BE INFLUENCE BY
FACTORS OTHER THAN PIPE STRENGTH. FOR ADDITIONAL INFORMATION ON PIPE BEDDING AND BACKFILL, SEE
ANSI /AWWA C600.
4. TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM THE INSIDE FACE OF THE
SHORING AND BRACING.
5. NO ROCKS OR BOULDERS 4" OR LARGER TO BE USED IN INITIAL BACKFILL.
6. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
7. BACKFILL SHALL BE TAMPED IN 6" LIFTS IN TRAFFIC AREAS, 12" IN NON - TRAFFIC AREAS.
8. ACHIEVE 80% COMPACTION IN NON - TRAFFIC AREAS, AND 95% COMPACTION IN TRAFFIC AREAS.
9. IF IN EASEMENT 4" TOPSOIL, AND 12" CLEAN SELECT FILL IS REQUIRED.
10. NO BOULDERS 8" IN DIAMETER OR GREATER ALLOWED IN FINAL BACKFILL.
TYPICAL DUCTILE IRON MAIN EMBEDMENT DETAIL
NOT TO SCALE
6" COMPACTED
NO. 67 STONE -
SAW CUT AND REMOVE
EXISTING PAVEMENT
BORE 1 1/8" DIA., V -0"
ON CENTER ALONG
CUT
STANDARD AND MASTIC SEALANT, AS
REQUIRED BY THE NCDOT
24" MIN
'r. ��f�: i i�lif�!���'�f��i ���.rifi��'�fli��,•,/
MECHANICALLY
COMPACTED BACKFILL,
6" LAYERS, 95%
STANDARD PROCTOR
( AASHTO T -99)
6"
TYP
UNDISTURBED
EARTH
12"
NOTE:
1. PAVEMENT CUTS OVER 5' -0" IN WIDTH SHALL BE REINFORCED TO
NCDOT STANDARDS.
2. WHEN EXISTING CONCRETE JOINT IS WITHIN 5 FEET OF TRENCH,
REMOVE AND REPLACE CONCRETE TO JOINT.
3. BEDDING AND EMBEDMENT OF PIPE SHALL BE CONSISTENT WITH PIPE
MATERIAL.
TYPICAL TRENCH BACKFILL
CONCRETE PAVEMENT REPAIR
NOT TO SCALE
A
ROAD SURFACE
MECHANICALLY
COMPACTED BACKFILL,
6" LAYERS, 95%
STANDARD PROCTOR
( AASHTO T -99)
UNDISTURBED
EARTH
6" THICK CRUSHED STONE
OR GRAVEL BACKFILL
r-- 24" MIN
12"
VEMBEDMENTZONE
0 VARIES
TYPICAL TRENCH BACKFILL GRAVEL DRIVE REPAIR
NOT TO SCALE
12"
UNDISTURBED
SOIL
NO. 67 STONE BEDDING,
HAUNCHING AND INITIAL
BACKFILL
TAMP WELL UNDER
BOTTOM HALF OF PIPE
9.
FINISH GRADE
FINAL COMPACTED BACKFILL IN 6"
LIFTS, 95% STANDARD PROCTOR
C.V LTA 1104
6" MIN.
FOUNDATION STONE - 6 ", NO. 67
WHEN ROCK IS ENCOUNTERED
(MAY NOT BE REQUIRED)
NOTES:
1. FOUNDATION STONE SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE
UNSUITABLE OR ROCK IS ENCOUNTERED.
2. NO ROCKS OR BOULDERS 8" IN DIAMETER OR GREATER IS ALLOWED IN FINAL
BACKFILL.
3. ALL FINAL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL. IF
INSUFFICIENT SUITABLE NATIVE MATERIAL IS AVAILABLE TO COMPLETE
BACKFILL, SELECT BACKFILL SHALL BE PROVIDED AT DIRECTION OF OWNER'S
PROJECT REPRESENTATIVE OR ENGINEER.
4. IF IN EASEMENT 4" TOPSOIL AND 12" CLEAN, SELECT FILL IS REQUIRED.
TYPICAL C900/ C905 PVC AND FRP EMBEDMENT DETAIL
NOT TO SCALE
MILL MINIMUM 1.5 INCHES BY 5 FEET EACH DIRECTION
FROM THE EDGE LINE OF PAVEMENT CUT AND TO
i_ CENTERLINE OF ROADWAY
5' MIN ^ ^ 5' MIN
AN OVERLAY MAY
BE REQUIRED -
BITUMINOUS CONCRETE
SURFACE COURSE TYPE
S -9.513. MATCH EXISTING
PAVEMENT OR 2 -1/2" MIN
EXISTING ABC
:f,
r4:.. .f * r::_�:.: .:
MECHANICALLY
COMPACTED BACKFILL,
6" LAYERS, 95%
STANDARD PROCTOR
( AASHTO T -99)
UNDISTURBED
EARTH
I v
TYPE S9.513 OVERLAY, MINIMUM
C TRENCH 1 -1/2" THICK, WIDTH AS
SPECIFIED ON CONTRACT
DRAWINGS
CITY ROADS: 8" MIN AGGREGATE BASE COURSE, TYPE
ABC
NCDOT ROADS: 10" MIN ASPHALT CONCRETE BASE
COURSE, TYPE 1325.06
SAW CUT
EXISTING
ASPHALT
6" 24 "1MIN
TYP ■
EMBEDMENT ZONE
8 VARIES
12"
NOTES:
1. DETAIL AS SHOWN IS APPROPRIATE FOR NCDOT AND CITY OWNED /MAINTAINED STREETS AND ROADS AND PRIVATELY
OWNED /MAINTAINED STREETS AND ROADS. THE TRENCH SUBGRADE MATERIAL SHALL BE BACKFILLED WITH DRY SOIL OR ABC
STONE USING MAXIMUM 6" LIFTS TO WITHIN 10" OF THE ROAD SURFACE. THE BACKFILL SHALL BE COMPACTED PER ASTM D698
TO A DENSITY OF 95% OF STANDARD PROCTOR.
2. FOR NCDOT OWNED /MAINTAINED ROADS, THE TRENCH SHALL BE BACKFILLED AND COMPACTED USING FLOWABLE FILL OR
AGGREGATE BASE COURSE TYPE ABC STONE TO WITHIN 12" OF THE ROAD SURFACE. WHERE ABC STONE IS USED AND ALLOWED
BY NCDOT, IT SHALL BE COMPACTED TO A DENSITY OF AT LEAST 95% OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE
MATERIAL IN ACCORDANCE WITH AASHTO 99 AS MODIFIED BY NCDOT.
3. FOR NCDOT OWNED/ MAINTAINED ROADS, THE FINAL 1' OF FILL SHALL CONSIST OF A MINIMUM OF 10- INCHES OF ASPHALT
CONCRETE BASE COURSE TYPE B25.0B.
4. THE ENTIRE THICKNESS /VERTICAL EDGE SHALL BE TACKED.
5. FOR ALL ROADS, THE SAME DEPTH OF PAVEMENT WHICH EXISTS SHALL BE REINSTALLED BUT IN NO CASE SHALL THE ASPHALT
BE LESS THAN 2 -1/2 INCHES THICK FOR NCDOT ROADS.
6. THE PAVEMENT SHALL BE DEFINED BY A STRAIGHT EDGE, PREFERABLY A MACHINED SAW CUT.
7. THE ASPHALT PAVEMENT MATERIAL SHALL BE INSTALLED AND COMPACTED THOROUGHLY TO ACHIEVE A SMOOTH LEVEL PATCH.
8. THE CONTRACTOR SHALL PROVIDE A COMPACTION TEST EVERY 50' OR ONE PER OPEN CUT SECTION WHERE OPEN CUT IS LESS
THAN 50' AND WHERE ABC STONE IS USED. SHOULD FLOWABLE FILL BE REQUIRED, IN -PLACE DENSITY TESTING WILL NOT BE
PERFORMED. THE COST OF THE IN -PLACE DENSITY TESTING SHALL BE COVERED BY THE TEST ALLOWANCE.
9. THE LOCATION OF OVERLAYS ARE SHOWN ON THE PLANS. THE DIMENSIONS SHOWN IN THE DETAIL ARE A MINIMUM. PLANS
INDICATE WHERE OVERLAYS MAY BE WIDER.
10. WHERE OPEN CUT CONSTRUCTION REQUIRES ROAD CLOSURE, CONTRACTOR SHALL BE RESPONSIBLE FOR A TRAFFIC CONTROL
PLAN SUBMITTAL. REFERENCE G1 TRAFFIC CONTROL GENERAL NOTES.
11. THE CONTRACTOR SHALL CONDUCT A CONFERENCE CALL WITH NCDOT PRIOR TO OPEN CUT TO DISCUSS CONSTRUCTION
SEQUENCE AND PERMITTED TIME OF OPEN CUT.
12. FOR EXISTING ASPHALT DRIVEWAY REPAIR, MATCH EXISTING ASPHALT SURFACE THICKNESS.
13. IF AN ASPHALT PATCH CAN NOT BE ACCOMPLISHED THE SAME DAY DUE TO MATERIAL AVAILABILITY OR TIME RESTRICTIONS, THE
CUT SHALL BE COMPLETELY FILLED TO THE SURFACE WITH ABC STONE OR FLOWABLE FILL PER NCDOT STANDARDS AND
SPECIFICATIONS. ONCE THE CUT IS FILLED, A MINIMUM 3/4 -INCH STEEL PLATE SHALL BE PLACED AND PINNED TO PREVENT
MOVEMENT. PLATES SHALL BE DESIGNED LARGE ENOUGH TO SPAN A MINIMUM OF 1 -FOOT ON ALL SIDES ON THE PAVEMENT
CUT. THE PROPER ASPHALT REPAIR SHALL BE DONE WITHIN 48 -HOURS OF THE INITIAL CUT OR DAMAGES AS ENFORCEABLE
THROUGH NCDOT'S ENCROACHMENT APPROVAL MAY BE ASSESSED TO CONTRACTOR BY THE DISTRICT ENGINEER'S OFFICE.
14. FLOWABLE FILL SHALL CURE FOR 24 -HOURS PRIOR TO ANY ASPHALT MATERIAL PLACEMENT. FLOWABLE FILL BLEED WATER
SHALL NOT BE PRESENT DURING PAVING OPERATIONS. PAVING SHALL NOT CAUSE DAMAGE TO THE FLOWABLE FILL.
15. PAYMENT WIDTH FOR GRAVEL, CONCRETE AND /OR ASPHALT DRIVES, PARKING AND ROADS SHALL BE EQUAL TO THE LARGEST
OUTSIDE DIAMETER OF THE PIPE PLUS 12- INCHES ON EACH SIDE OF THE PIPE, MEASURED AT THE TOP OF THE PIPE. ADDITIONAL
PAYMENT MAY BE CONSIDERED WHERE ADDITIONAL TRENCH WIDTH IS NECESSITATED BY OSHA GUIDE LINES AND REGULATIONS
REGARDING TRENCH PROTECTION AND SHORING AND SPACE TO ACCOMMODATE THE PIPE AT THE PROPOSED DEPTH. IN SUCH
CASE, CONTRACTOR SHALL OBTAIN PRE - APPROVAL FOR MAKING A WIDER TRENCH CUT. OTHERWISE, ANY REQUEST AFTER THE
WIDER TRENCH IS MADE SHALL BE DENIED.
16. BEDDING AND EMBEDMENT OF PIPE SHALL BE CONSISTENT WITH PIPE MATERIAL.
TYPICAL TRENCH BACKFILL
AND PAVEMENT REPAIR
NOT TO SCALE
MAX PAYMENT LIMIT RESTORE GRADE TO
do
(W)= O.D. +2' -0" ORIGINAL GROUND
SURFACE ELEVATION.
I E
O.D.
12" 12" rEXISTING SURFACE
/TYP I TYP
VARIES
SEE NOTE 3 (VARIES WITH
PIPE BACKFILL CLASS)
CARRIER PIPE El L
UNDISTURBED SEE NOTE 2
EARTH
SEE NOTE 1
NON -WOVEN
GEOTEXTILE
FABRIC FILTER
NOTES:
1. 8" DEEP NO. 57 STONE OR EQUAL WRAPPED IN NON -WOVEN GEOTEXTILE FILTER
FABRIC LIGHTLY COMPACTED. OVERLAP FABRIC BY MINIMUM ONE PIPE O.D.
2. 4" DEEP NO. 57 STONE OR EQUAL LIGHTLY COMPACTED PIPE BEDDING.
3. GENERAL BACKFILL COMPACTED TO 90% STANDARD PROCTOR DENSITY IN 6"
MAXIMUM LIFTS.
TYPICAL TRENCH BACKFILL
UNSUITABLE SUBGRADE
NOT TO SCALE
C
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
3
-2
1
PROFESSIONAL SEAL
FULL SCALE: V=40
40
0 40 80
2" = FULL SCALE
,, 1 " = HALF SCALE
01' PROJ. DATE: April 2012
Q. C.: GF
Q.C. DATE: - - --
DRAWING NUMBER:
37
PROJ. NO.:
20110061
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01' PROJ. DATE: April 2012
Q. C.: GF
Q.C. DATE: - - --
DRAWING NUMBER:
37
PROJ. NO.:
20110061

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
A I B I C
SUMMARY TABLE FOR SEWER BYPASS SITUATIONS
STREAM OR DITCH
1ST UPSTREAM OR DOWNSTREAM MANHOLE
ESTIMATED DISTANCE FROM
PEAK FLOW
INVERT
APPROXIMATE
SHEET
IDENTIFIER FOR PCN
EXISTING MANHOLE/ PROPOSED
MANHOLE TO 1ST UPSTREAM OR
PUMPING
NUMBER
& CROSSING
REQUIREMENT
SEWER ALIGNMENT
MANHOLE NUMBER
DOWNSTREAM MANHOLE (LINEAR
RATE
MANHOLE NUMBER
RIM
ELEVATION
GROUND
ACCESS REQUIREMENTS FOR POTENTIAL BYPASS MANHOLE
FEET), SIZE (INCHES) AND MATERIAL
(MGD)
ELEVATION
OUT
ELEVATION AT
NUMBER
MANHOLE
1
DRAINAGE
RICHLAND CREEK OUTFACE
EX MH 1895 /PROP MH 1
308 LF OF 8" PVC
1.12
EX MH 1906 (UPSTREAM MH)
219.72
210.67
219
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 3 OR 4 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE AND A BRIDGE MAT WILL
DITCH / CR2
BE REQUIRED FOR DITCH CROSSING.
PROP MH 1A (DOGHOUSE)
CONTRACTOR SHALL INSTALL PROPOSED MH 1A, WITHIN THE PRESENTLY MAINTAINED EXISTING EASEMENT ( *), FOR BYPASS PUMP CONVENIENCE AS DOWNSTREAM MANHOLE IS LOCATED ON THE
1
N/A
RICHLAND CREEK OUTFACE
EX MH 1895 /PROP MH 1
20 LF OF 24" PVC
3
(DOWNSTREAM MH)
217.5
196.62
216
OPPOSITE SIDE OF NEW FALLS OF NEUSE ROAD. CONSTRUCT MANHOLE IN ADVANCE OF RICHLAND CREEK INTERCEPTOR. NO SERVICE LATERALS ARE ANTICIPATED.
2
N/A
RICHLAND CREEK OUTFACE
EX MH 2018 /PROP MH 8
113 LF OF 8" PVC
1.12
EX MH 2032 (UPSTREAM MH)
211.51
200.91
211
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
3
N/A
RICHLAND CREEK OUTFACE
EX MH 2053A /PROP MH 12
45 LF OF 8" PVC
1.12
EX MH 2053B (UPSTREAM MH)
225.38
214.48
224
5
RICHLAND
RICHLAND CREEK OUTFACE
EX MH 2162 /PROP MH 16
204 LF OF 15" PVC
3
EX MH 2176 (UPSTREAM MH)
216.98
204.19
216
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). ABRIDGE MAT WILL BE REQUIRED FOR STREAM CROSSING. NO SERVICE LATERALS ARE
CREEK/ CR7
ANTICIPATED.
3
44 LF OF 8" PVC
1.12
EX MH K014114 (DOWNSTREAM MH)
229.83
223.57
228
*).
3
8
N/A
RICHLAND CREEK OUTFACE
PROP MH 34
CONTRACTOR SHALL ACCESS MANHOLES BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( NO SERVICE LATERALS ARE ANTICIPATED.
92 LF OF 8" PVC
1.12
EX MH K014113 (UPSTREAM MH)
232.14
224.84
231
9
N/A
RICHLAND CREEK OUTFACE
EX MH J013088 /PROP MH 37
131 LF OF 8" PVC
1.12
EX MH J013088 -A (UPSTREAM MH)
227.65
220.91
227
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
11
RICHLAND
RICHLAND CREEK OUTFACE
EX MH A000599 /PROP MH 50
366 LF OF 8" TCP
1.12
EX MH A000599 -A (UPSTREAM MH)
237.97
229.83
237
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). ABRIDGE MAT WILL BE REQUIRED FOR DITCH CROSSING. NO SERVICE LATERALS ARE
CREEK/ CR13
ANTICIPATED.
14
N/A
RICHLAND CREEK OUTFACE
EX MH A000616 /PROP MH 63
134 LF OF 8" PVC
1.12
EX MH B005664 (UPSTREAM MH)
250.31
240.21
250
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT AND RIGHT -OF -WAY, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 1 TO 4 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE. THE
EXISTING MANHOLE IS WITHIN THE STREET AND THE CONTRACTOR SHALL MAINTAIN ACCESS TO ALL PARCELS DURING BYPASS PUMPING BY USE OF PROPER TRAFFIC CONTROL MEASURES.
14
N/A
RICHLAND CREEK OUTFACE
EX MH A000614 /PROP MH 65
271 LF OF 8" PVC
1.12
EX MH A000628 (UPSTREAM MH)
249.79
241.96
249
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 1 OR 2 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE.
15
N/A
RICHLAND CREEK OUTFACE
EX MH A000613 /PROP MH 66
10 LF OF 8" DIP
1.12
EX MH A000613 -A (UPSTREAM MH)
253.08
239.05
249
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
15
N/A
RICHLAND CREEK OUTFACE
PROP MH 69
15 LF OF 8" PVC
1.12
EX MH A000610 (UPSTREAM MH)
253.21
240.08
250
15
N/A
RICHLAND CREEK OUTFACE
EX MH A000610
54 LF OF 8" PVC
1.12
EX MH A000610 -A (UPSTREAM MH)
256.01
244.65
253
PROP MH 71A (DOGHOUSE)
CONTRACTOR SHALL INSTALL PROPOSED MH 71A, WITHIN THE EXISTING EASEMENT, FOR BYPASS PUMP CONVENIENCE AS UPSTREAM MANHOLE IS LOCATED IN THE MIDDLE OF RICHLAND DRIVE AND
16
N/A
RICHLAND CREEK OUTFACE
PROP MH 71
20 LF OF8" DIP
1.12
(UPSTREAM MH)
257.32
249.37
256
EASEMENT ROUTES THROUGH MAINTAINED RESIDENTIAL LAWN. CONSTRUCT MANHOLE IN ADVANCE OF RICHLAND CREEK INTERCEPTOR. EXISTING EASEMENT TO BE CLEARED AS NECESSARY TO INSTALL
AND ACCESS PROPOSED MH 71A. NO SERVICE LATERALS ARE ANTICIPATED.
16
N/A
RICHLAND CREEK OUTFACE
PROP MH 71B
146 LF OF 8" PVC
1.12
EX MH 1 (UPSTREAM MH)
263.20
254.01
262
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT AND CLEAR EASEMENT AS NECESSARY TO ACCESS EX MH 1. NO SERVICE LATERALS ARE ANTICIPATED.
EXISTING MANHOLE A000607 IS LOCATED NEXT TO DURHAM ROAD. CONTRACTOR SHALL MOBILIZE PUMP WITHOUT INTERFERING WITH THE TRAFFIC. CONTRACTOR SHALL ACCESS EXISTING MANHOLE BY
17
N/A
RICHLAND CREEK OUTFACE
EX MH A000606 /PROP MH 74
325 LF OF 8" DIP
1.12
EX MH A000607 (UPSTREAM MH)
256.67
251.16
256
PROGRESS/ DUKE ENERGY POWER EASEMENT AND DURHAM ROAD RIGHT -OF -WAY. THE EXISTING SEWER BETWEEN MANHOLES A000607 AND A000606 IS CURRENTLY NOT WITHIN A RECORDED EASEMENT,
BUT THE CORRIDOR IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
PROP MH 76 (DOGHOUSE) (UPSTREAM
CONTRACTOR SHALL INSTALL PROPOSED MH 76, WITHIN THE PRESENTLY MAINTAINED EXISTING EASEMENT ( *), FOR BYPASS PUMP CONVENIENCE AS UPSTREAM MANHOLE IS LOCATED ON THE OPPOSITE
17
N/A
RICHLAND CREEK OUTFACE
EX MH A000606 -A /PROP MH 75
20 LF OF 24" DIP
3
MH)
254.22
244.43
253
SIDE OF RICHLAND CREEK. CONSTRUCT MANHOLE IN ADVANCE OF RICHLAND CREEK INTERCEPTOR. NO SERVICE LATERALS ARE ANTICIPATED.
19
N/A
EX MH F010050 /PROP MH 85
254 LF OF 10" VCP
1.12
EX MH F010028 (DOWNSTREAM MH)
298.19
291.88
298
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT AND RIGHT -OF -WAY, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
DURHAM RD/ WINGATE RD
20
STREAM / CR21
EX MH F010047 -B /PROP MH 90
200 LF OF 10" DIP
1.12
EX MH 278 (UPSTREAM MH)
338.91
335.39
338
CONTRACTOR SHALL ACCESS MANHOLE BY PROPOSED EASEMENT. APPROXIMATELY 2 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE AND A BRIDGE MAT WILL BE REQUIRED FOR STREAM CROSSING.
(AERIAL)
PROPOSED EASEMENT TO BE CLEARED AS NECESSARY TO ACCESS EXISTING MH 278.
20
SC1 / CR22
DURHAM RD/ WINGATE RD
EX MH F010042 /PROP MH 91
75 LF OF 8" DIP
1.12
EX MH 4265 (UPSTREAM MH)
331.87
326.07
331
CONTRACTOR SHALL ACCESS MANHOLE BY PROPOSED EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). ABRIDGE MAT WILL BE REQUIRED FOR STREAM CROSSING. NO SERVICE LATERALS ARE
ANTICIPATED.
20A
N/A
DURHAM RD/ WINGATE RD
EX MH B005665 /PROP MH 95A
69 LF OF 8" TCP
1.12
EX MH B005666 (UPSTREAM MH)
379.24
370.14
379
EXISTING MANHOLE B005666 IS LOCATED IN INTERSECTION OF WINGATE STREET, DURHAM ROAD AND SOUTH AVENUE. CONTRACTOR SHALL MAINTAIN TRAFFIC FLOW WHILE SAFEGUARDING BYPASS PUMP
EQUIPMENT. NO SERVICE LATERALS ARE ANTICIPATED.
TERMINUS MH - 3 PRIVATE
SERVICES
LESS THAN
UPSTREAM PLUMBING CONNECTIONS ARE UNKNOWN. CONTRACTOR SHALL VERIFY LOCATIONS IN ORDER TO BYPASS PUMP AND/ OR COORDINATE WITH OWNER'S PROJECT COORDINATOR TO ASSIST WITH
20A
N/A
DURHAM RD/ WINGATE RD
EX SS BOX /PROP MH 95E
(LENGTH UNKNOWN)
1.12
N/A
N/A
N/A
N/A
TEMPORARY SERVICE INTERRUPTION.
83 LF OF 10" PVC
1.12
EX MH F010025 (DOWNSTREAM MH)
313.36
305.96
313
20B
N/A
DURHAM RD/ WINGATE RD
PROP MH 82
CONTRACTOR SHALL ACCESS MANHOLES BY EXISTING AND PROPOSED EASEMENTS, WHICH ARE PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
267 LF OF 10" PVC
1.12
EX MH 4281 (UPSTREAM MH)
328.45
322.10
328
22
N/A
CRENSHAW INTERCEPTOR
EX MH F010798 /PROP MH 100
154 LF OF 8" DIP
1.12
EX MH F010813 (UPSTREAM MH)
240.03
229.67
238
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
2-
22
DRAINAGE
CRENSHAW INTERCEPTOR
EX MH F01 0777-A /PROP MH 103
95 LF OF 8" DIP
1.12
EX MH F010777 -B (UPSTREAM MH)
240.76
233.81
240
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). ABRIDGE MAT WILL BE REQUIRED FOR STREAM CROSSING. NO SERVICE LATERALS ARE
-2
DITCH / CR27
ANTICIPATED.
23
N/A
CRENSHAW INTERCEPTOR
EX MH G011016 /PROP MH 110
322 LF OF 8" PVC
1.12
EX MH G011002 (UPSTREAM MH)
265.34'
255.87
265
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 3 OR 4 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE.
STREAM / CR31
165 LF OF 8" PVC
1.12
EX MH F010625 (UPSTREAM MH)
277.91
271.91
277
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). ABRIDGE MAT WILL BE REQUIRED FOR STREAM CROSSING. NO SERVICE LATERALS ARE
ANTICIPATED.
25
CRENSHAW INTERCEPTOR
EX MH F010624
N/A
321 LF OF 8" DIP
1.12
EX MH F010623 (UPSTREAM MH)
278.42
272.22
278
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
N/A
47 LF OF 8" PVC
1.12
EX MH G011005 (UPSTREAM MH)
285.01
276.01
285
25
SC29 / CR29
CRENSHAW INTERCEPTOR
EX MH G011006 /PROP MH 111
153 LF OF 8" DIP
1.12
EX MH F010543 (UPSTREAM MH)
269.20
253.16
269
145 LF OF 8" DIP
1.12
EX MH B005654 (UPSTREAM MH)
263.46
254.83
263
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT AND RIGHT -OF WAY, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 2 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE. THE
26
N/A
CIMARRON INTERCEPTOR
EX MH A000630 /PROP MH 118
EXISTING MANHOLE IS WITHIN THE STREET AND THE CONTRACTOR SHALL MAINTAIN ACCESS TO ALL PARCELS DURING BYPASS PUMPING BY USE OF PROPER TRAFFIC CONTROL MEASURES.
282 LF OF 8" TCP
1.12
EX MH A000629 (UPSTREAM MH)
262.45
250.34
261
CONTRACTOR SHALL ACCESS MANHOLES BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 3 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE.
26
N/A
CIMARRON INTERCEPTOR
EX MH F011069 /PROP MH 118A
199 LF OF 8" PVC
1.12
EX MH F011068 (UPSTREAM MH)
254.54
246.35
253
20 LF OF 8" PVC
1.12
EX MH J013078 (DOWNSTREAM MH)
272.33
265.56
272
28
N/A
CIMARRON INTERCEPTOR
PROP MH 125
90 LF OF 8" PVC
1.12
EX MH J013079 (UPSTREAM MH)
277.86
269.66
277
CONTRACTOR SHALL ACCESS MANHOLES BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
20 LF OF 8" PVC
1.12
EX MH J013075 (DOWNSTREAM MH)
296.08
286.97
294
28
N/A
CIMARRON INTERCEPTOR
PROP MH 128
85 LF OF 8" PVC
1.12
EX MH J013076 (UPSTREAM MH)
311.03
304.26
310
148 LF OF 8" PVC
1.12
EX MH J013072 (DOWNSTREAM MH)
300.80
292.35
300
29
N/A
CIMARRON INTERCEPTOR
PROP MH 130A
35 LF OF 8" PVC
1.12
EX MH J013073 (UPSTREAM MH)
310.63
300.29
310
RICHLAND CREEK OUTFACE
110 LF OF 10" VCP
1.12
EX MH F010027 (DOWNSTREAM MH)
295.07
288.58
295
29
N/A
LATERAL FOR PIN
EX MH F010028 /PROP 4" CO 80A
CONTRACTOR SHALL ACCESS MANHOLES BY EXISTING EASEMENT AND RIGHT -OF -WAY, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 1 PARCEL IS TRIBUTARY TO BYPASS MANHOLE.
18411182233
254 LF OF 10" VCP
1.12
EX MH F010050 (UPSTREAM MH)
305.77
298.14
305
WHERE CLEARING AND OR MOWING IS REQUIRED, CONTRACTOR SHALL COORDINATE WITH OWNER'S PROJECT REPRESENTATIVE A MINIMUM OF 30 DAYS IN ADVANCE. CLEARING AND OR MOWING SHOULD ONLY BE AS NECESSARY FOR ACCESS AND OR INSTALLATION OF CONVENIENCE BYPASS MANHOLES.
NO SEPARATE PAYMENT SHALL BE MADE FOR THIS CLEARING AND MOWING AND IT SHALL BE INCIDENTAL TO THE BYPASS PUMPING.
RICHLAND CREEK OUTFACE
5 ALL BYPASSES LISTED ABOVE ARE IN ADDITION TO THE BYPASSES ON THE EXISTING INTERCEPTORS THAT ARE REPLACED OR PARALLELED AS A PART OF THE PROJECT. THIS LIST IS NOT TO BE CONSIDERED ALL INCLUSIVE AND CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL CROSS - LINES.
29
SC3 / CR19
LATERALS FOR PIN
EX MH 276 /PROP MH 88A
122 LF OF 8" DIP
1.12
EX MH 277 (UPSTREAM MH)
336.60
329.60
335
CONTRACTOR SHALL ACCESS MANHOLE BY PROPOSED EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 2 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE.
1841218105 & 1841216143
83 LF OF 8" PVC
1.12
EX MH A000647 (DOWNSTREAM MH)
294.77
287.99
294
30
N/A
UPPER RICHLAND CREEK
EX MH A000645 /PROP MH 131
40 LF OF 8" PVC
1.12
EX MH A003185 (UPSTREAM MH)
294.91
289.46
292
CONTRACTOR SHALL ACCESS MANHOLES BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). NO SERVICE LATERALS ARE ANTICIPATED.
30
N/A
UPPER RICHLAND CREEK
PROP MH 132
18 LF OF 8" PVC
1.12
EX MH A003185 (UPSTREAM MH)
294.91
289.46
292
20 LF OF 8" PVC
1.12
EX MH A000667 (DOWNSTREAM MH)
298.26
291.64
296
31
N/A
UPPER RICHLAND CREEK
PROP MH 140
147 LF OF 8" PVC
1.12
EX MH A003222 (UPSTREAM MH)
299.58
293.54
300
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT AND RIGHT -OF -WAY, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 2 TO 3 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE. THE
EXISTING MANHOLE IS WITHIN THE STREET AND THE CONTRACTOR SHALL MAINTAIN ACCESS TO ALL PARCELS DURING BYPASS PUMPING BY USE OF PROPER TRAFFIC CONTROL MEASURES.
266 LF OF 8" PVC
1.12
EX MH A000670 (DOWNSTREAM MH)
301.71
294.67
299
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( *). APPROXIMATELY 2 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE.
1
31
N/A
UPPER RICHLAND CREEK
EX MH A003264
1
*).
221 LF OF 8" PVC
1.12
EX MH A003243 (UPSTREAM MH)
307.17
298.17
306
CONTRACTOR SHALL ACCESS MANHOLE BY EXISTING EASEMENT, WHICH IS PRESENTLY MAINTAINED ( APPROXIMATELY 2 TO 4 PARCELS ARE TRIBUTARY TO BYPASS MANHOLE.
NOTE:
1 NO LAND DISTURBANCE SHALL OCCUR FOR INSTALLATION OF BY PASS PUMP AND PIPING WHERE SUCH CONFIGURATION IS OUTSIDE THE LIMITS OF DISTURBANCE.
2 BYPASS PUMP AND PIPING IS NOT SHOWN ON PLANS AND THESE MEASURES ARE THE CONTRACTOR'S RESPONSIBILITY. SUGGESTED SEQUENCES ARE PROVIDED TO CLARIFY INTENT OF DESIGN. CONTRACTOR SHALL SUBMIT A BYPASS WORK PLAN FOR REVIEW.
*3
A I B I c
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
WHERE CLEARING AND OR MOWING IS REQUIRED, CONTRACTOR SHALL COORDINATE WITH OWNER'S PROJECT REPRESENTATIVE A MINIMUM OF 30 DAYS IN ADVANCE. CLEARING AND OR MOWING SHOULD ONLY BE AS NECESSARY FOR ACCESS AND OR INSTALLATION OF CONVENIENCE BYPASS MANHOLES.
NO SEPARATE PAYMENT SHALL BE MADE FOR THIS CLEARING AND MOWING AND IT SHALL BE INCIDENTAL TO THE BYPASS PUMPING.
4 TABLE EXCLUDES CIMARRON AND CRENSHAW CONNECTIONS TO RICHLAND CREEK.
5 ALL BYPASSES LISTED ABOVE ARE IN ADDITION TO THE BYPASSES ON THE EXISTING INTERCEPTORS THAT ARE REPLACED OR PARALLELED AS A PART OF THE PROJECT. THIS LIST IS NOT TO BE CONSIDERED ALL INCLUSIVE AND CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL CROSS - LINES.
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:

GENERAL EROSION AND SEDIMENT CONTROL NOTES
1. SCHEDULE A PRECONSTRUCTION CONFERENCE ON -SITE WITH THE EROSION CONTROL INSPECTOR FROM THE
RALEIGH REGIONAL OFFICE OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL
RESOURCES (NCDEHNR), TELEPHONE NUMBER 919.791.4200, AND THE ENGINEER'S REPRESENTATIVE.
2. UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENTATION CONTROL
MEASURES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MINIMUM STANDARDS AND
SPECIFICATIONS OF THE NORTH CAROLINA EROSION AND SEDIMENTATION CONTROL HANDBOOK. (NO
SEPARATE PAYMENT).
3. THE CONTRACTOR SHALL NOTIFY PLAN APPROVING AUTHORITY ONE WEEK PRIOR TO THE PRE - CONSTRUCTION
CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK
PRIOR TO FINAL INSPECTION.
4. ALL EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PLACED PRIOR TO CLEARING AND /OR LAND
DISTURBANCE.
5. A COPY OF THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN AND PERMIT SHALL BE MAINTAINED
ON THE SITE AT ALL TIMES.
6. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THE PLANS
(INCLUDING, BUT NOT LIMITED TO OFF -SITE BORROW OR WASTE AREAS, STAGING OR STORAGE AREAS), THE
CONTRACTOR SHALL PREPARE AND SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR
REVIEW AND NCDENR REGIONAL OFFICE FOR APPROVAL. CONTRACTOR SHALL PAY ALL FEES REQUIRED AND
SHALL INSTALL NECESSARY MEASURES AT NO SEPARATE PAYMENT. THE CONTRACTOR SHALL PROVIDE THE
OWNER AND THE OWNER'S REPRESENTATIVE A COPY OF THE AMENDED PERMIT.
3
7. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES,
OTHER THAN THOSE SHOWN ON PLANS, NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS
DETERMINED BY EITHER NCDENR OR THE OWNER'S REPRESENTATIVE. (NO SEPARATE PAYMENT).
8. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
9. ALL AREAS DISTURBED BY CONSTRUCTION UNLESS OTHERWISE IMPROVED SHALL BE SODDED OR SEEDED AS
INDICATED AND STABILIZED.
10.UNLESS A STREAM CROSSING IS PROPOSED, THE CONTRACTOR IS NOT PERMITTED TO CROSS ANY STREAM
WITH ANY VEHICLE OR PIECE OF EQUIPMENT. CONTRACTOR TO NOTE THAT RIP RAP BANK STABILIZATION IS NOT
CONSIDERED A STREAM CROSSING. IF A STREAM CROSSING IS NOT SHOWN, BUT ENCOUNTERED, CONTRACTOR
MUST USE A BACK AND OUT APPROACH OR INSTALL AN ACCEPTABLE STREAM CROSSING AT NO ADDITIONAL
COST.
11.DURING DE- WATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE PRIOR
TO DISCHARGE TO RECEIVING OUTLET.
12. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH
RUNOFF - PRODUCING EVENT. AN Y NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE
EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
13.ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED BY CONTRACTOR ONCE STABILIZATION
OR A SUFFICIENT GROUND COVER HAS BEEN ESTABLISHED OR AS DIRECTED BY THE OWNER'S
REPRESENTATIVE. (NO SEPARATE PAYMENT). NCDENR'S FINAL APPROVAL IS REQUIRED.
14. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SHALL BE REQUIRED AT ALL CONSTRUCTION STAGING AREA
ENTRANCES AND ALL CONSTRUCTION ACCESS LOCATIONS INTO NON -PAVED AREA. (NO SEPARATE PAYMENT).
15. WHEN CROSSING CREEK OR DRAINAGE -WAY, THE CONTRACTOR SHALL INSTALL RIP -RAP WITH FABRIC ON
DISTURBED BANKS AND CHANNEL S AND RESTORE SLOPES TO ORIGINAL CONTOURS, BUT NOT STEEPER THAN
2:1 MAXIMUM UNLESS OTHER STABILIZATION TECHNIQUE IS INDICATED . DISTURBED CREEK AREA SHALL BE
STABILIZED IMMEDIATELY.
161IMITS OF CONSTRUCTION ARE THE SHOWN ON PLANS BY THE LINE TYPE NOTED AS "LOD."
17. THE CONSTRUCTION DISTURBED AREA SHALL NOT EXCEED 35 ACRES.
GENERAL SILT FENCE NOTES
2
1
1. UNLESS OTHERWISE SPECIFIED ON PLANS, STANDARD TEMPORARY SILT FENCE SHALL BE PROVIDED. IN SOME
CASES WHERE SLOPE IS SEVERE, CONTRACTOR SHALL PROVIDE SUPER SILT FENCE.
2. NO SEPARATE PAYMENT WILL BE MADE FOR SIGNAGE THAT IS REQUIRED TO BE PLACED ON SILT FENCE. SITE
CONDITIONS WILL CONTROL SIGNAGE THAT IS TO BE PLACED AND ITS FREQUENCY.
3. FOR PURPOSES OF ESTIMATING BIDS, NO SIGNAGE IS REQUIRED WHERE DISTURBED PORTIONS ARE IN CLEAR
AREAS OUTSIDE A RIPARIAN BUFFER (ZONE 1 AND ZONE 2). TREE PROTECTION SIGNAGE IS REQUIRED FOR ALL
PORTIONS ADJACENT TO TREE LINED CORRIDORS, WATER COURSE BUFFER SIGNAGE IS ALSO REQUIRED ON
THE DOWN SLOPE PORTIONS OF THE SILT FENCE FOR DISTURBED CORRIDORS WITHIN RIPARIAN BUFFERS
(ZONE 1 AND ZONE 2).
4. PROVIDE STONE OUTLETS AT ALL LOW POINTS ON SILT FENCE.
EROSION CONTROL MAINTENANCE PLAN
1. ALL EROSION CONTROL PRACTICES WILL BE CHECKED BY THE CONTRACTOR FOR STABILITY AND OPERATION
FOLLOWING EVERY RUNOFF - PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY
NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 FT DEEP AT
THE FENCE. THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER.
3. ALL UTILITY TRENCHES ARE TO BE PROTECTED FROM WATER INFILTRATION.
4. SPOIL PILES ARE TO BE CONTAINED AT ALL TIMES.
5. ALL SEEDED AREAS WILL BE FERTILIZED, RE- SEEDED AS NECESSARY, AND MULCHED ACCORDING TO THE
SPECIFICATIONS TO MAINTAIN A VIGOROUS, DENSE VEGETATION COVER. IF SEEDING FAILURE OCCUR S, THOSE
AREAS SHALL BE RE- SEEDED WITH ANNUAL VEGETATION, SUITABLE FOR THE TIME OF YEAR FOR TEMPORARY
STABILIZATION AND PREPARED FOR FOR PERMANENT SEEDING. SEEDING AND MULCHING WILL BE IN
ACCORDANCE WITH SPECIFICATIONS.
6. THE CONTRACTOR IS RESPONSIBLE FOR THE MAINTENANCE OF ALL EROSION CONTROL MEASURES AT ALL
TIMES, WHETHER INSTALLED ACCORDING TO PLAN OR AS DIRECTED BY THE NCDENR REPRESENTATIVE OR THE
OWNER'S REPRESENTATIVE (NO SEPARATE PAYMENT).
GROUND COVER STATUTES
PURSUANT TO G.S. 113A- 57(3), PROVISIONS FOR PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION
MUST BE ACCOMPLISHED FOR ALL DISTURBED AREAS (SEE TABLE BELOW FOR TIME FRAMES) FOLLOWING
COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
GROUND STABILIZATION*
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
25
MAR. 1 -APR. 15
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
25
results.
HIGH QUALITY
The planting of any species of fescue grass along or adjacent to
JUL 1. - AUG. 15 **
WATER (HQW)
7 DAYS
NONE
ZONES
35
AND
SORGHUM -SUDAN HYBRIDS
30
IF SLOPES ARE 10'OR
SLOPES STEEPER
7 DAYS
LESS IN LENGTH AND ARE
THAN 3:1
1,000
NOT STEEPER THAN 2:1,
STRAW
4,000
14 DAYS ARE ALLOWED.
SLOPES 3:1 OR
The planting of any species of fescue grass along or adjacent
7 -DAYS FOR SLOPES
FLATTER
14 DAYS
GREATER THAN 50 FEET
to streams and channels is prohibited unless otherwise
IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
All areas shall be mulched for erosion control upon completion
(EXCEPT FOR
FLATTER
14 DAYS
PERIMETERS AND
THAN 4:1
of construction activities or as directed by the Engineer.
HQW ZONES)
* 'EXTENSIONS OF TIME MAY BE APPROVED BY THE PERMITTING
AUTHORITY
BASED ON WEATHER OR OTHER SITE- SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICABLE. "(SECTION II.B(2)(B))
12
PLANNED SEDIMENTATION AND EROSION CONTROL PRACTICES
THE FOLLOWING EROSION CONTROL ITEMS WILL BE CONSTRUCTED AS SHOWN ON THE ATTACHED EROSION CONTROL
DETAILS AND PLAN:
6.10 TEMPORARY SEEDING: TO BE INSTALLED AS PER SEEDING SPECIFICATIONS.
6.11 PERMANENT SEEDING: TO BE INSTALLED AS PER SEEDING SPECIFICATIONS.
FERTILIZER, SEEDING AND MULCHING: TO BE INSTALLED AS PER TEMPORARY AND PERMANENT SEEDING
SPECIFICATIONS.
6.12 SODDING: TO PREVENT EROSION AND DAMAGE FROM SEDIMENT AND RUNOFF BY STABILIZING THE SOIL SURFACE
WITH PERMANENT VEGETATION.
MAINTENANCE: AFTER THE FIRST WEEK WATER AS NECESSARY TO MAINTAIN ADEQUATE MOISTURE IN THE ROOT
ZONE AND PREVENT DORMANCY OF THE SOD. DO NOT REMOVE MORE THAN ONE -THIRD OF THE SHOOT IN ANY
MOWING. GRASS HEIGHT SHOULD BE MAINTAINED BETWEEN 2 AND 3 INCHES. AFTER THE FIRST GROWING SEASON,
ESTABLISHED SOD REQUIRES FERTILIZATION, AND MAY ALSO REQUIRE LIME. FOLLOW SOIL TEST RECOMMENDATIONS
WHEN POSSIBLE.
6.14 MULCHING: TO PROTECT THE SOIL SURFACE FROM THE FORCES OF RAINDROP IMPACT AND OVERLAND FLOW.
MULCH FOSTERS THE GROWTH OF VEGETATION, REDUCES EVAPORATION, INSULATES THE SOIL, AND SUPPRESSES
WEED GROWTH. MULCH IS FREQUENTLY USED TO ACCENT LANDSCAPE PLANTINGS.
MAINTENANCE:
INSPECT ALL MULCHES PERIODICALLY, AND AFTER RAINSTORMS TO CHECK FOR RILL EROSION, DISLOCATION OR
FAILURE. WHERE EROSION IS OBSERVED, APPLY ADDITIONAL MULCH. IF WASHOUT OCCURS, REPAIR THE SLOPE
GRADE, RESEED AND REINSTALL MULCH. CONTINUE INSPECTIONS UNTIL VEGETATION IS FIRMLY ESTABLISHED.
6.41 OUTLET STABILIZATION STRUCTURE: TO BE INSTALLED AS A PERMANENT STABILIZATION MEASURE AT THE OUTLET
OF A CHANNEL OR CONDUIT BY REDUCING THE VELOCITY OF FLOW AND DISSIPATING ENERGY. THESE MEASURES
WILL BE LOCATED PER PLANS AND CONSTRUCTED PER THE DETAIL.
MAINTENANCE: INSPECT THE RIP -RAP OUTLET STRUCTURES WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT
(1/2 INCH OR GREATER) TO SEE IF ANY EROSION AROUND OR BELOW THE RIP -RAP HAS TAKEN PLACE, OR IF THE
STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
6.52 BLOCK AND GRAVEL INLET PROTECTION: TEMPORARY INLET PROTECTION WILL BE INSTALLED AROUND THOSE
INLETS, EITHER EXISTING OR PROPOSED, WHERE THERE IS POTENTIAL FOR SEDIMENT TO REACH THE INLET AND
THEREFORE THE DOWNSTREAM SECTIONS. THESE MEASURES WILL BE LOCATED PER THE PLANS AND
CONSTRUCTED PER THE DETAIL.
MAINTENANCE: INSPECT THE BARRIER WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT (1/2 INCH OR
GREATER) AND MAKE REPAIRS AS NEEDED. REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE VOLUME
FOR SUBSEQUENT RAINS. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE
ALL MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY. BRING THE
DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT. APPROPRIATELY STABILIZE ALL BARE
AREAS AROUND THE INLET.
6.55 ROCK PILE INLET PROTECTION: SIMILAR TO BLOCK AND GRAVEL INLET PROTECTION, THIS MEASURE IS USED TO
HELP PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY A STORM DRAINAGE
SYSTEM PRIOR TO STABILIZATION OF DISTURBED DRAINAGE AREA. THIS MEASURE ALLOWS EARLY USE OF THE
STORM DRAINAGE SYSTEM.
MAINTENANCE: INSPECT THE ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
RAINFALL EVENT (1/2 INCH OR GREATER) AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE
SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE -HALF
THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING. CHECK THE STRUCTURE FOR DAMAGE. ANY
RIP -RAP DISPLACED FROM THE STONE HORSESHOE MUST BE REPLACED IMMEDIATELY. AFTER ALL THE
SEDIMENT PRODUCING AREAS HAVE BEEN STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE
SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE PERMANENT GROUND COVER
6.62 TEMPORARY SILT FENCE: WILL RETAIN SEDIMENT FROM SMALL DISTURBED AREAS. SILT FENCE WILL BE PLACED
ALONG SLOPES AS SHOWN ON CONSTRUCTION DETAILS.
MAINTENANCE: INSPECT SEDIMENT FENCES AT LEAST WEEKLY AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEA, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY. 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 CLEAN OUT. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
6.83 CHECK DAM: WILL BE INSTALLED TO REDUCE EROSION BY REDUCING THE VELOCITY OF THE FLOW.
MAINTENANCE: INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL
EVENT (1/2 INCH OR GREATER) AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS
THAT COULD CLOG THE CHANNEL WHEN NEED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND
THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS,
ADDITIONAL MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIP -RAP LINER IN THE PORTION OF THE
CHANNEL.
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION,
ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING
SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND ACROSS SECTION.
GENERAL EROSION AND SEDIMENTATION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN ALL PERMITS AND PLAN APPROVALS FOR ANY ADDITIONAL CONSTRUCTION ENTRANCES AND STAGING STORAGE AREAS.
2. CONDUCT PRECONSTRUCTION CONFERENCE.
3. INSTALL GRAVEL CONSTRUCTION ENTRANCES, SILT FENCING, TREE PROTECTION BARRICADES AND TEMPORARY INLET
PROTECTION.
4. INSTALL TEMPORARY INLET PROTECTION FOR DRIVEWAY CULVERTS AND STORM DRAIN PIPES.
5. CLEAR AND GRUB ALL PERMANENT EASEMENTS WITHIN THE LIMITS OF DISTURBANCE AND ONLY THOSE PORTIONS OF THE
TEMPORARY CONSTRUCTION EASEMENTS NECESSARY FOR CONSTRUCTION (OR AT CONTRACTOR'S DISCRETION).
6. INSTALL BRIDGE MATS FOR STREAM CROSSINGS WHILE ADVANCING CLEARING AND GRUBBING AND OR SEWER LINE INSTALLATION.
7. INSTALL SEWER MAINS IN EASEMENTS. STRIP TOPSOIL DURING TRENCHING OPERATIONS AND SEPARATE FROM SUITABLE
EXCAVATED MATERIAL. PROTECT STOCKPILED TOPSOIL FROM RUNOFF AND ANY STOCKPILED UNSUITABLE EXCAVATED MATERIAL IF
SUCH MATERIAL IS NOT IMMEDIATELY DISPOSED OF OFFSITE. SUITABLE EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL
SIDE OF THE EXCAVATION WITH THE TRENCH BETWEEN THE MATERIAL AND THE SILT FENCE.
8. INSPECT ALL EROSION AND SEDIMENT CONTROL DEVICES WEEKLY AND AFTER EVERY RAINFALL EVENT. PROVIDE APPROPRIATE
MAINTENANCE MEASURES AFTER INSPECTION AND EACH RAIN EVENT.
9. FOR SEWER AND WATER MAIN CONSTRUCTION IN STREETS, REMOVE ASPHALT IN CITY- MAINTAINED STREETS ALONG PROPOSED
SEWER AND WATER MAIN ALIGNMENTS BY MILLING WITH ZIPPER TYPE EQUIPMENT (3,000' MAXIMUM DISTURBANCE). REPLACE
MILLINGS BACK OR PROVIDE ABC ON ROAD AND COMPACT TO PROVIDE AN ALL WEATHER SURFACE UNTIL SEWER OR WATER LINE
INSTALLATION IS INITIATED. FOR SEWER AND WATER MAIN CONSTRUCTION IN NCDOT MAINTAINED ROADS, REMOVE ONLY PORTION
OF PAVEMENT THAT CAN EITHER BE SAFELY PLATED AT END OF WORKING DAY OR PERMANENTLY PATCHED BY THE END OF EACH
WORKING DAY.
10. PROVIDE ABC STONE IN DISTURBED AREAS WITHIN CITY- MAINTAINED STREETS AND COMPACT TO PROVIDE AN ALL WEATHER
SURFACE TO MATCH EXISTING PAVEMENT SURFACE AS SEWER MAIN, LATERALS, WATER MAIN AND SERVICES (WHERE APPLICABLE)
PROGRESSES IN CITY- MAINTAINED STREETS. CONTRACTOR SHALL MAINTAIN ALL WEATHER SURFACE UNTIL PAVEMENT IS
REPLACED.
11. TEST AND INSPECT SEWER MAIN AND LATERALS AND WATER MAIN AND SERVICES (WHERE APPLICABLE)
12. PATCH ALL PAVED SURFACES DISTURBED BY CONSTRUCTION ACTIVITIES WITH PERMANENT ASPHALT PATCH. OVERLAY
PERMANENT PATCHED AREAS WHERE APPLICABLE OR DESIGNATED ON DRAWINGS.
13. SEED AND MULCH OR SOD ALL DISTURBED AREAS NOT OTHERWISE IMPROVED AND ESTABLISH PERMANENT GROUND COVER AS
INDICATED. STABILIZATION OF DISTURBED AREA SHALL BE CONSISTENT WITH REQUIREMENTS AS INDICATED IN EROSION AND
SEDIMENTATION CONTROL DETAILS.
14. PRELIMINARY FINAL INSPECTION BY CONTRACTOR.
15. PRELIMINARY FINAL INSPECTION BY OWNER AND CONTRACTOR TO CONFIRM PUNCH LIST.
16. FINAL INSPECTION BY NCDENR DLR LOS AND NCDOT AND ATTENDED BY CONTRACTOR AND OWNER.
17. ADHERE TO SPECIAL SEQUENCE PROVISIONS WHERE APPLICABLE:
A. INSTALL BRIDGE MATS (OR LEAVE IN PLACE THOSE USED FOR CLEARING AND GRUBBING PROVIDED THEY ARE OF SUITABLE SIZE
AND CAPACITY) FOR PIPE TRENCHING AND MOBILIZING, ACCESSING AND MAINTAINING BYPASS PUMPS AND PIPING FOR SPURS OR
CROSS LINES WHERE ACCESS TO UPSTREAM MANHOLE IS SEPARATED BY A STREAM OR INSTALL OTHER APPROVED TEMPORARY
STREAM CROSSING MEASURES TO ALLOW CONSTRUCTION ACCESS WITHOUT IMPACT TO THE STREAM. BRIDGE MATS SHALL BE IN
PLACE UNTIL ACCESS IS NO LONGER NEEDED FOR CONSTRUCTION ACCESS OVER THE STREAM.
B. INSTALL A COFFER DAM AND STREAM PUMP AROUND PRIOR TO TRENCHING ACROSS A STREAM FOR INSTALLATION OF THE PIPE
(UTILITY) CROSSING, CONSTRUCTING AN AERIAL CROSSING AND RE- CONSTRUCTING EXISTING PERMANENT FORDS OR INSTALLING
NEW PERMANENT FORDS. ALL INTERMITTENT AND PERENNIAL STREAMS REQUIRE THIS MEASURE. DRY STORM DRAINAGE
DITCHES ARE EXEMPTED. REFERENCE SHEET 43 FOR COFFER DAM & STREAM PUMP AROUND SEQUENCE.
C. RE- CONSTRUCT EXISTING PERMANENT FORDS AND OR INSTALL NEW PERMANENT FORDS AFTER ALL WORK IN THE PROJECT
CORRIDOR DOWNSTREAM IN TERMS OF SEWER FLOW IS COMPLETED AND ACCEPTABLE. THE USE OF EXISTING FORDS AND NEW
FORDS BY THE CONTRACTOR IS NOT PERMITTED AND SHALL ONLY BE FOR THE CITY OF RALEIGH'S OPERATION AND MAINTENANCE
DIVISION.
D.SEE SHEET 42 FOR SUMMARY TABLE FOR STREAM AND DITCH CROSSING REQUIREMENTS.
18. UPON APPROVAL FROM NCDENR, NCDOT AND OWNER, REMOVE TEMPORARY EROSION CONTROL MEASURES AND RESTABILIZE ANY
DISTURBED AREAS.
19. CLOSE OUT PROJECT. I
B
SEEDING SCHEDULE
TO BE IN ACCORDANCE WITH CORPUD SPECIFICATION 02920:
A. ACCOMPLISH SEDDING BY MEANS OF AN APPROVED POWER -DRAWN SEED DRILL, COMBINATION CORRUGATED
ROLLER - SEEDER, APPROVED HAND OPERATED MECHANICAL SEEDER, OR OTHER APPROVED METHODS TO
PROVIDE EVEN DISTRIBUTION OF SEED.
B. DO NOT SEED WHEN GROUND IS EXCESSIVELY WET OR EXCESSIVELY DRY. AFTER SEEDING, ROLL AREA WITH A
ROLLER, NOT LESS THAN 18 INCHES IN DIAMETER AND WEIGHING NOT MORE THAN 210 POUNDS PER FOOT OF
WIDTH. UPON COMPLETION OF ROLLING, WATER AREA WITH A FINE SPRAY.
C. IMMEDIATELY FOLLOWING SEEDING APPLY MULCH OR MATTING AS LISTED BELOW. DO NOT SEED AREAS IN
EXCESS OF THAT WHICH CAN BE MULCHED ON SAME DAY.
D. APPLY WATER WITH A FINE SPRAY IMMEDIATELY AFTER EACH AREA HAS BEEN MULCHED. SATURATE TO 4 INCHES
OF SOIL DEPTH.
THE FOLLOWING TEMPORARY SEED MIXTURE SHALL BE USED:
TEMPORARY SEEDING -LATE WINTER /EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN PIEDMONT 50
AND COASTAL PLAIN, KOREAN IN MOUNTAINS)
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND BEYOND JUNE.
MOUNTAINS: ABOVE 2500 FT: FEB. 15 -MAY 15
BELOW 2500 FT: FEB. 1 -MAY 1
PIEDMONT: JAN. 1 -MAY 1
COASTAL PLAIN: DEC.1 -APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB /ACRE 10 -10 -10 FERTILIZER.
MULCH
APPLY 4,000 LB /ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT OR NETTING.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY AIDE QUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
TEMPORARY SEEDING SCHEDULE - SUMMER
SPECIES RATE (LB /ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL - STEMMED SUDANGRASS MAY BE SUBSTITUTED AT A RATE OF 50
LB /ACRE.
MOUNTAINS: MAY 15 -AUG. 15
PIEDMONT: MAY 1 -AUG. 15
COASTAL PLAIN: APR. 15 -AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB /ACRE 10 -10 -10 FERTILIZER.
MULCH
APPLY 4,000 LB /ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT OR NETTING.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY AIDE QUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
EROSION OR OTHER DAMAGE.
TEMPORARY SEEDING SCHEDULE - FALL
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
RYE (GRAIN) 120
SEEDING DATES
MOUNTAINS: AUG. 15 -DEC. 15
COASTAL PLAIN AND PIEDMONT: AUG. 15 -DEC. 30
SOIL AMENDMENTS
FOLLOW SOIL TESTS OR APPLY 2,000 LB /ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB /ACRE 10 -10 -10
FERTILIZER.
MULCH
APPLY 4,000 LB /ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT OR NETTING.
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LB /ACRE OF NITROGEN IN
MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LB /ACRE
KOBE (PIEDMONT AND COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR EARLY
MARCH.
THE FOLLOWING PERMANENT SEED MIXTURE SHALL BE USED:
PERMANENT SEEDING (MAXIMUM SLOPE 3:1)
PLANTING DATES GRASS TYPE POUNDS/ ACRE
AUG. 15 - NOV. 1
TALL FESCUE
300
NOV. 1 - MAR. 1
TALL FESCUE
300
AND
ABRUZZI RYE
25
MAR. 1 -APR. 15
TALL FESCUE
300
APR. 15 - JUN. 30
HULLED COMMON
25
results.
BERMUDAGRASS
The planting of any species of fescue grass along or adjacent to
JUL 1. - AUG. 15 **
TALL FESCUE
120
AND
BROWNTOP MILLET
35
AND
SORGHUM -SUDAN HYBRIDS
30
LIME
Scirpus cyperinus
4,000
FERTILIZER
10 -10 -10
1,000
MULCH
STRAW
4,000
** TEMPORARY SEEDING, RESEED ACCORDING TO OPTIMUM SEASON FOR PERMANENT SEEDING
PERMANENT SEEDING (SLOPES FROM 3:1 TO 2:1)
PLANTING DATES GRASS TYPE POUNDS/ ACRE
MAR.1 -JUN. 1 SERICEA LESPEDEZA 50
AND
MAR. 1 -APR. 15 ADD TALL FESCUE 120
MAR. 1 - JUN. 30 OR ADD WEEPING LOVEGRASS 10
MAR. 1 - JUN. 30 OR ADD HULLED COMMON 25
BERMUDAGRASS
JUN. 1 -SEPT. 1 ** TALL FESCUE 120
AND BROWNTOP MILLET 35
AND SORGHUM -SUDAN HYBRIDS 30
SEPT. 1 - MAR. 1 SERICEA LESPEDEZA 70
(UNHULLED- UNSCARIFIED)
AND TALL FESCUE 120
AND
NOV. 1 - MAR. 1 ADD ABRUZZI RYE 25
LIME 4,000
FERTILIZER 10 -10 -10 1,000
MULCH STRAW 4,000
** TEMPORARY SEEDING, RESEED ACCORDING TO OPTIMUM SEASON FOR PERMANENT SEEDING.
NOTES:
1. WHERE CONSTRUCTION CROSSES A PASTURE THAT HAS BEEN GRASSED, THE CONTRACTOR SHALL RE -SEED
THE AREA WITH THE SAME TYPE OF GRASS AS FOUND ON THE SITE. ALL HIGHWAY RIGHTS -OF -WAY, AND
PRIVATE YARDS DISTURBED SHALL ALSO BE RE- SEEDED OR WITH THE SAME TYPE OF GRASS PREVIOUSLY
FOUND. THE SEED MIXTURE SPECIFICATION SHALL BE USED AS A GUIDE AND THE CONTRACTOR IS CHARGED
WITH THE RESPONSIBILITY OF SEEDING AREAS WITH THE PROPER TYPE OF GRASS THAT MATCHES THE
EXISTING.
2. CONSULT THE REGIONAL STATE EROSION CONTROL OFFICER FOR ADDITIONAL INFORMATION CONCERNING
OTHER ALTERNATIVES FOR VEGETATION OF DENUDED ERAES. THE ABOVE VEGETATION RATES ARE THOSE
WHICH DO WELL UNDER LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TEST OR APPLY 2,000 LB/ ACRE GROUND AGRICULTURAL LIMESTONE AND
1,000 LB/ ACRE 10 -10 -10 FERTILIZER.
MULCH
APPLY 4,000 LB/ ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT (10 GAL/ 1,000 SF) OR NETTING. T HE
CONTRACTOR SHALL TAKE SUFFICIENT PRECAUTIONS TO PREVENT MULCH FROM ENTERING DRAINAGE
STRUCTURES THROUGH DISPLACEMENT BY WIND, WATER OR OTHER CAUSES AND PROMPTLY REMOVE ANY
BLOCKAGE WHICH MAY OCCUR.
B
C
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
EROSION OR OTHER DAMAGE.
WATERING OF SEEDED AREAS WILL BE REQUIRED DURING PERIODS OF DRY WEATHER TO PROMOTE MAXIMUM
GROWTH. THE CONTRACTOR SHALL SUPPLEMENT NATURAL RAINFALL TO INSURE A MINIMUM OF ONE (1) INCH
OF RAINFALL WEEKLY.
MAINTENANCE OF LAWNS BEGINS IMMEDIATELY AFTER THE AREA IS PLANTED AND CONTINUES FOR THE PERIOD
REQUIRED TO ESTABLISH ACCEPTABLE LAWNS, BUT NOT LESS THAN SIXTY (60) DAYS AFTER INITIAL SEEDING,
OR UNTIL PROVISIONAL ACCEPTANCE BY OWNER. MAINTAIN SEEDED AREAS BY WATERING, FERTILIZING,
MOWING, WEEDING AND OTHER OPERATIONS SUCH AS ROLLING, RE- GRADING, REPLANTING, AERATING, AND
MULCHING AS REQUIRED TO ESTABLISH AN ACCEPTABLE LAWN FREE OF ERODED OR BARE AREAS.
CHANNEL STABILIZATION AND OUTLET PROTECTION
1. UPON COMPLETION OF REACHING FINAL PREPARED SUB GRADE FOR AREAS (SLOPES, CHANNELS AND OUTLET
PROTECTION) TO BE PROTECTED AS INDICATED ON DRAWINGS, INSTALL FILTER FABRIC, NCDOT NO. 57 STONE
BEDDING LAYER, AND APPROPRIATE RIP RAP. PREPARED SUB GRADE SHALL BE FREE OF DEBRIS, STICKS AND
OTHER DELETERIOUS MATERIAL THAT MAY BE INJURIOUS TO THE FABRIC OR PERFORMANCE OF THE SLOPE
PROTECTION.
2. GEOTEXTILE FABRICS, COIR MATTING OR SPECIAL MULCH PROTECTION, SUCH AS FIBERGLASS ROVING OR
STRAW AND NETTING, SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S REQUIREMENTS TO
PROVIDE STABILITY UNTIL THE VEGETATION IS FULLY ESTABLISHED. THESE REQUIREMENTS FOR SLOPE
PROTECTION MAY INCLUDE AN ANCHOR TRENCH, SEAMING, STITCHING AND OVERLAPPING.
3. RIP RAP FOR USE OF DESIGNATED ON THE DRAWINGS SHALL CONFORM TO NCDOT REQUIREMENTS FOR THE
SPECIFIED CLASS (CLASS II, B, ETC.) AS INDICATED ON THE DRAWINGS.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND
UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPER PHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW).
5. CONTINUE TILLAGE UNTIL A WELL PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED TO 4 TO 6
INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR
CULTIPACK AFTER SEEDING.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON,
IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER
AND SEEDING RATES.
9. CONSULT STATE INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZER AFTER PERMANENT COVER IS
ESTABLISHED.
*APPLY AGRICULTURAL LIMESTONE -3,000 LBS /ACRE
FERTILIZER: 500 LBS /ACRE 10 -10 -10
SUPER PHOSPHATE: 500 LBS /ACRE 20% ANALYSIS
MULCH: 2 TONS /ACRE SMALL GRAIN STRAW
ANOTHER: ASPHALT EMULSION @ 300 GALS /ACRE
MINIMUM REQUIREMENTS FOR SLOPE STABILIZATION
MINIMUM REQUIREMENTS
SLOPE
SEEDING
STABILIZED WITH GRASS
3:1 AND FLATTER
STABILIZED WITH JUTE MATTING
3:1 TO 2:1
STABILIZED WITH RIP RAP
2:1 TO 1.5:1
SEEDING
MIXTURE
20 Ibs /acre of: SEE CHART
SEEDING
OPTIMAL SEEDING MONTHS:
DATES
NOVEMBER, FEBRUARY, OR MARCH
SEEDING
Temporary seeding will be required on all stream restoration
AMENDMENTS
areas disturbed following all land disturbing activities.
Chasmanthium laxa
All soil in planting areas shall be tested and the rate of
10
fertilization and lining shall be in accordance with the test
Tickseed
results.
Elymus virginicus
The planting of any species of fescue grass along or adjacent to
15
streams and channels is prohibited unless otherwise approved
Soft Rush
by the Engineer.
Leersia oryzoides
All areas shall be mulched for erosion control upon completion
10
f t t' t' it d' ...... b th E
STREAM RESTORATION &
WETLANDS PERMANENT SEEDING
Scientific Name
Common Name
Seed %
Andropogon virginicus
Broomsedge
15
Carex vulpinoides
Fox Sedge
10
Chasmanthium laxa
Wood Oats
10
Coreopsis major
Tickseed
5
Elymus virginicus
Virginia Wildrye
15
Juncus effuses
Soft Rush
51
Leersia oryzoides
Rice Cut Grass
10
Panicum clandestinum
Switchgrass
10
Scirpus cyperinus
Woolgrass
10
NOTE: USE PERMANENT STREAM BANK
STABILIZATION
o cons ruc ion ac iw ies or as irec e y e ngineer.
NOTE
Ground Cover -- Wherever land disturbing activity is undertaken on a tract comprising more than one (1) acre, a ground cover
sufficient to restrain erosion must be planted in accordance with the ground stabilization schedule (see this sheet).
NOTE 2
Graded slopes and fills -- in accordance with the ground stabilization schedule (see this sheet).
PERMANENT SEEDING FOR STREAM
BANK AND WETLANDS STABILIZATION
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
3
a
1
TEMPORARY SEEDING FOR SUMMER AND WINTER SEASONS
SUMMER SEASON
WINTER SEASON
CSEEDING
40 Ibs /acre of: 50% Browntop Millet ( Panicum ramosum)
50 Ibs /acre of: 50% Barley (Horedum spp.)
MIXTURE
50% Pearl Millet (Pennisetum glacum)
50% Winter Rye (grain)
SEEDING
April 1 - October 1
October 1 - April 1
DATES
SEEDING
AMENDMENTS
Temporary seeding will be required on all stream restoration
areas disturbed following all land disturbing activities.
Temporary seeding will be required on all stream restoration
areas disturbed following all land disturbing activities.
All soil in planting areas shall be tested and the rate of
All soil in planting areas shall be tested and the rate of
fertilization and lining shall be in accordance with the test
fertilization and lining shall be in accordance with the test
results.
results.
The planting of any species of fescue grass along or adjacent
The planting of any species of fescue grass along or adjacent
to streams and channels is prohibited unless otherwise
to streams and channels is prohibited unless otherwise
approved by the Engineer.
approved by the Engineer.
All areas shall be mulched for erosion control upon completion
All areas shall be mulched for erosion control upon completion
of construction activities or as directed by the Engineer.
of construction activities or as directed by the Engineer.
NOTE 1
Ground Cover -- Wherever land disturbing activity is undertaken
on a tract comprising more than one (1) acre, a ground cover
sufficient to restrain erosion must be planted in accordance with the ground stabilization schedule (see this sheet).
NOTE 2
Graded slopes and fills -- in accordance with the ground stabilization schedule (see this sheet).
TEMPORARY SEEDING
AND MULCHING FOR
STREAM BANK AND WETLANDS STABILIZATION
C
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
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ALONG TUBE
2 "x2" WOOD STAKES OR
1.25 # /FT STEEL POST
I II
- I
—1111,
A
SLOPE 2:1 -1:1 =10' SPACING
SLOPE 6:1 -4:1 =52' SPACING
SLOPE > 1:1 =5' SPACING
SLOPE 4:1 -2:1 =20' SPACING
� SLOPE <6:1 =50' SPACING
TYPICAL WATTLE SPACING BASED ON SLOPE GRADIENT
3" FILL HEIGHT
WOOD STAKE
EXCAVATED
TRENCH STRAW WATTLE
INBED WATTLE t3" INTO
-II EXISTING GROUND SURFACE
TO PROVIDE CUTOFF
EXISTING SLOPE
SECTION A -A
STRAW WATTLE
NOT TO SCALE
A I B
C
100' MIN. UNLESS SITE
CONDITIONS LIMIT LENGTH
AND SUFFICIENT TO KEEP
SEDIMENT ON SITE
p0O °°00 000 0 pOppO °° MAINTENANCE:
°0 S 000 °o 000 00 o 000 0�o
o0 00 ° 0 °o
ADD ADDITIONAL STONE AND "FLUFF" TOP
O o° °o °0 ° z DRESSING WITH 2" STONE.
zQ o° pO LQ
F °0 2" - 3" STONE TO BE USED o° � a
U) < °0 0 0° Q L SEE N.C. DENR EROSION AND SEDIMENT Lu
L o °o °o o °o 0O > CONTROL PLANNING AND DESIGN MANUAL
0 0° o °oo 000° °O °000° oo FOR CONDITIONS WHERE PRACTICE APPLIES,
0000 ° °) 0 00 ° ° °0 ° 000000 °°°o °p PLANNING CONSIDERATION & DESIGN
0 o 00000000soo oo 00 000
CRITERIA.
PLAN
SILT FENCE *
NEW CONSTRUCTION
35' MIN. 15' MIN.
EXISTING ROADWAY � 15, DIVERSION RIDGE �,
GRAY% Ll- 000 °000 8.. o°oo0 0°0°08oa7�0 3
0 00000 000oo 0 0 000 o °opO°o°o°°00°�o�p800 12 "MIN.
6" MIN. 7 ° ° °��;.000 °0009oo°oo °o °O o °0 8000°cpo °O0o °°cP °cYo° 11111 —IIIII
'111- 11111= IIII- 11111- IIII- 11111- '1�1 11111 11111=
11= l l l 1=
GEOTEXTILE FABRIC UNDER STONE
CROSS SECTION
NOTES:
* 1. SILT FENCE SHOULD BE INSTALLED TO ENSURE CONSTRUCTION ENTRANCE IS USED. (NO SEPARATE PAYMENT)
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD IS NOT REMOVED BY THE VEHICLE TRAVELING OVER THE STONE,
THEN THE TIRES OF THE VEHICLE MUST BE WASHED BEFORE ENTERING THE PUBLIC ROAD OR THE LENGTH OF THE
CONSTRUCTION ENTRANCE EXTENDED.
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON THE PUBLIC ROAD, THE GOVERNING AUTHORITY WILL CLEAN THE AREA
AND INVOICE CONTRACTOR FOR COSTS INCURRED.
4. CONTRACTOR RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF TEMPORARY GRAVEL CONSTRUCTION ENTRANCE WHEN
WORK DICTATES THAT ENTRANCE BE DISTURBED FOR SEWER REALIGNMENT, REPLACEMENT, ETC.
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 31 SIDE SLOPES ACROSS
THE FOUNDATION APPROXIMATELY 15 FT FROM THE ENTRANCE TO DIVERT RUNOFF AWAY FROM THE PUBLIC ROAD.
PLACE GEOTEXTILE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, ESPECIALLY WHERE WET CONDITIONS ARE
ANTICIPATED.
PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE SMOOTH AND SLOPED FOR DRAINAGE.
DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDIMENT TRAP OR BASIN.
INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE.
ROADWAY ENTRANCE TO BE SWEPT AND NOT WASHED AS NEEDED THROUGHOUT THE WORK DAY.
CONSTRUCTION ENTRANCE
NOT TO SCALE
WATTLE DESCRIPTION
WATTLES ARE ELONGATED TUBES OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT _ 2
FIBER OR HARDWOOD MULCH. STRAW, PINE NEEDLE AND LEAF MULCH - FILLED SEDIMENT TUBES ARE NOT PERMITTED
UNDER THIS SPECIFICATION.
WHEN AND WHERE TO USE IT:
INSTALL SEDIMENT TUBES ALONG CONTOURS, IN DRAINAGE CONVEYANCE SWALES, AND AROUND INLETS TO HELP
REDUCE THE EFFECTS OF SOIL EROSION BY ENERGY DISSIPATION AND RETAIN SEDIMENT.
MATERIALS
WATTLES FOR DITCH CHECKS AND TYPE A INLET STRUCTURE FILTERS EXHIBIT THE FOLLOWING PROPERTIES:
PRODUCED BY A MANUFACTURER EXPERIENCED IN WATTLE MANUFACTURING.
COMPOSED OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT FIBERS, HARDWOOD MULCH
OR A MIX OF THESE MATERIALS ENCLOSED BY A FLEXIBLE NETTING MATERIAL. STRAW, STRAW FIBER, STRAW BALES,
PINE NEEDLES AND LEAF MULCH ARE NOT ALLOWED UNDER THIS SPECIFICATION. UTILIZES OUTER NETTING THAT
CONSISTS OF SEAMLESS, HIGH - DENSITY POLYETHYLENE PHOTODEGRADABLE MATERIALS TREATED WITH ULTRAVIOLET
STABILIZERS OR A SEAMLESS, HIGH - DENSITY POLYETHYLENE NON - DEGRADABLE MATERIALS. DIAMETER RANGING FROM
18- INCHES TO 24- INCHES. CURLED EXCELSIOR WOOD, OR NATURAL COCONUT ROLLED EROSION CONTROL PRODUCTS
(RECPS) THAT ARE ROLLED UP TO CREATE A SEDIMENT TUBE ARE NOT ALLOWED UNDER THIS SPECIFICATION.
INSTALLATION:
1. INSTALL OVER BARE SOIL, MULCHED AREAS OR EROSION CONTROL BLANKETS. THE MINIMUM DIAMETER SHOULD
BE 18 INCHES.
2. BEGIN AT THE LOCATION WHERE THE WATTLE IS TO BE INSTALLED BY EXCAVATING A TRENCH 20 %" OF TUBE
DIAMETER x 9" WIDE TRENCH ALONG THE CONTOUR OF THE SLOPE. EXCAVATED SOIL SHOULD BE PLACED
OP -SLOPE FROM THE ANCHOR TRENCH. AVOID DAMAGE TO SEDIMENT TUBES WHILE INSTALLING THEM. IF THE
SEDIMENT TUBE BECOMES DAMAGED DURING INSTALLATION, A STAKE SHOULD BE PLACED ON BOTH SIDES OF THE
DAMAGED AREA TERMINATING THE TUBE SEGMENT AND A NEW TUBE SEGMENT SHOULD BE INSTALLED
3. PLACE THE WATTLE IN THE TRENCH SO THAT IT CONTOURS TO THE SOIL SURFACE. COMPACT THE SOIL FROM THE
EXCAVATED TRENCH AGAINST THE WATTLE ON THE UPHILL SIDE. ADJACENT WATTLES SHOULD TIGHTLY ABUT.
4. SECURE THE WATTLE WITH 48" STAKES EVERY 2' -0" WITH A STAKE ON EACH END. STAKES SHOULD BE INTERTWINED
WITH THE OUTER MESH ON THE DOWNSTREAM SIDE AND DRIVEN IN THE GROUND TO A MINIMUM DEPTH OF 1.5
FEET LEAVING AT LEAST 3" OF STAKE EXTENDING ABOVE, THE WATTLE STAKES SHOULD BE DRIVEN
PERPENDICULAR TO THE SLOPE FACE. STAKES SHOULD BE 2 "x2" WOODEN STAKES OR STEEL POSTS (STANDARD
"U" OR "T" SECTIONS WITH A MINIMUM WEIGHT OF 1.25 POUNDS PER FOOT). ALWAYS REFER TO THE
MANUFACTURER'S RECOMMENDATIONS FOR THE STAKING DETAIL,
5. INSTALL ALL TUBES INSURING THAT NO GAPS EXIST BETWEEN THE SOIL AND THE BOTTOM OF THE TUBE. THE ENDS
OF ADJACENT WATTLES SHOULD BE LAPPED 6 -INCH TO PREVENT FLOW AND SEDIMENT FROM PASSING THROUGH
THE FIELD JOINT.IN NO SITUATIONS SHOULD SEDIMENT TUBES BE STACKED ON TOP OF ONE ANOTHER. IN SWALES
OR DRAINAGE DITCHES PERPENDICULAR TO THE FLOW OF WATER. SEDIMENT TUBES SHOULD CONTINUE UP THE
SIDE SLOPES A MINIMUM OF 1 FOOT ABOVE THE DESIGN FLOW DEPTH.
6. SEDIMENT TUBE LENGTH SELECTED SHOULD MINIMIZE THE NUMBER OF SEDIMENT TUBES NEEDED TO SPAN THE
WIDTH OF THE DRAINAGE CONVEYANCE. IF THE DITCH CHECK LENGTH (PERPENDICULAR TO THE WATER FLOW) IS
15 FEET, THEN ONE 15 FOOT SEDIMENT TUBE IS PREFERRED COMPARED TO TWO OVERLAPPING 10 FOOT 1
SEDIMENT TUBES.
7. WATTLES FOR DITCH CHECKS SHOULD REMAIN IN PLACE UNTIL FULLY ESTABLISHED VEGETATION AND ROOT
SYSTEMS HAVE COMPLETELY DEVELOPED AND CAN SURVIVE ON THEIR OWN.
INSPECTION AND MAINTENANCE:
CHECK DAMS SHOULD BE INSPECTED EVERY 7 CALENDAR DAYS AND WITHIN 24 -HOURS AFTER EACH STORM THAT
PRODUCES Y2- INCHES OR MORE OF RAIN TO ENSURE CONTINUED EFFECTIVENESS.
LARGE DEBRIS, TRASH, AND LEAVES SHOULD BE REMOVED.
IF EROSION CAUSES THE EDGES TO FALL TO A HEIGHT EQUAL TO OR BELOW THE HEIGHT OF THE CENTER, REPAIRS
SHOULD BE MADE IMMEDIATELY.
REMOVE ACCUMULATED SEDIMENT FROM THE UPSTREAM SIDE OF THE SEDIMENT TUBE WHEN THE SEDIMENT HAS
REACHED A HEIGHT OF APPROXIMATELY ONE -THIRD OF THE EXPOSED HEIGHT OF THE TUBE (MEASURED AT THE
CENTER).
ACCUMULATED SEDIMENT SHOULD BE REMOVED PRIOR TO REMOVING SEDIMENT TUBES.
WATTLE REMOVAL SHOULD BE COMPLETED ONLY AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN COMPLETELY
STABILIZED. PERMANENT VEGETATION SHOULD REPLACE AREAS FROM WHICH GRAVEL, STONE, SEDIMENT TUBES, OR
OTHER MATERIALS HAVE BEEN REMOVED.
C
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
PROFESSIONAL SEAL
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DATE: 713100 DRAWN BY: JIB
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WORKS DEPARTMENT
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STD. # 40.24
l
2' -0" CONTINUOUS
ALONG TUBE
2 "x2" WOOD STAKES OR
1.25 # /FT STEEL POST
I II
- I
—1111,
A
SLOPE 2:1 -1:1 =10' SPACING
SLOPE 6:1 -4:1 =52' SPACING
SLOPE > 1:1 =5' SPACING
SLOPE 4:1 -2:1 =20' SPACING
� SLOPE <6:1 =50' SPACING
TYPICAL WATTLE SPACING BASED ON SLOPE GRADIENT
3" FILL HEIGHT
WOOD STAKE
EXCAVATED
TRENCH STRAW WATTLE
INBED WATTLE t3" INTO
-II EXISTING GROUND SURFACE
TO PROVIDE CUTOFF
EXISTING SLOPE
SECTION A -A
STRAW WATTLE
NOT TO SCALE
A I B
C
100' MIN. UNLESS SITE
CONDITIONS LIMIT LENGTH
AND SUFFICIENT TO KEEP
SEDIMENT ON SITE
p0O °°00 000 0 pOppO °° MAINTENANCE:
°0 S 000 °o 000 00 o 000 0�o
o0 00 ° 0 °o
ADD ADDITIONAL STONE AND "FLUFF" TOP
O o° °o °0 ° z DRESSING WITH 2" STONE.
zQ o° pO LQ
F °0 2" - 3" STONE TO BE USED o° � a
U) < °0 0 0° Q L SEE N.C. DENR EROSION AND SEDIMENT Lu
L o °o °o o °o 0O > CONTROL PLANNING AND DESIGN MANUAL
0 0° o °oo 000° °O °000° oo FOR CONDITIONS WHERE PRACTICE APPLIES,
0000 ° °) 0 00 ° ° °0 ° 000000 °°°o °p PLANNING CONSIDERATION & DESIGN
0 o 00000000soo oo 00 000
CRITERIA.
PLAN
SILT FENCE *
NEW CONSTRUCTION
35' MIN. 15' MIN.
EXISTING ROADWAY � 15, DIVERSION RIDGE �,
GRAY% Ll- 000 °000 8.. o°oo0 0°0°08oa7�0 3
0 00000 000oo 0 0 000 o °opO°o°o°°00°�o�p800 12 "MIN.
6" MIN. 7 ° ° °��;.000 °0009oo°oo °o °O o °0 8000°cpo °O0o °°cP °cYo° 11111 —IIIII
'111- 11111= IIII- 11111- IIII- 11111- '1�1 11111 11111=
11= l l l 1=
GEOTEXTILE FABRIC UNDER STONE
CROSS SECTION
NOTES:
* 1. SILT FENCE SHOULD BE INSTALLED TO ENSURE CONSTRUCTION ENTRANCE IS USED. (NO SEPARATE PAYMENT)
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD IS NOT REMOVED BY THE VEHICLE TRAVELING OVER THE STONE,
THEN THE TIRES OF THE VEHICLE MUST BE WASHED BEFORE ENTERING THE PUBLIC ROAD OR THE LENGTH OF THE
CONSTRUCTION ENTRANCE EXTENDED.
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON THE PUBLIC ROAD, THE GOVERNING AUTHORITY WILL CLEAN THE AREA
AND INVOICE CONTRACTOR FOR COSTS INCURRED.
4. CONTRACTOR RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF TEMPORARY GRAVEL CONSTRUCTION ENTRANCE WHEN
WORK DICTATES THAT ENTRANCE BE DISTURBED FOR SEWER REALIGNMENT, REPLACEMENT, ETC.
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 31 SIDE SLOPES ACROSS
THE FOUNDATION APPROXIMATELY 15 FT FROM THE ENTRANCE TO DIVERT RUNOFF AWAY FROM THE PUBLIC ROAD.
PLACE GEOTEXTILE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, ESPECIALLY WHERE WET CONDITIONS ARE
ANTICIPATED.
PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE SMOOTH AND SLOPED FOR DRAINAGE.
DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDIMENT TRAP OR BASIN.
INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE.
ROADWAY ENTRANCE TO BE SWEPT AND NOT WASHED AS NEEDED THROUGHOUT THE WORK DAY.
CONSTRUCTION ENTRANCE
NOT TO SCALE
WATTLE DESCRIPTION
WATTLES ARE ELONGATED TUBES OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT _ 2
FIBER OR HARDWOOD MULCH. STRAW, PINE NEEDLE AND LEAF MULCH - FILLED SEDIMENT TUBES ARE NOT PERMITTED
UNDER THIS SPECIFICATION.
WHEN AND WHERE TO USE IT:
INSTALL SEDIMENT TUBES ALONG CONTOURS, IN DRAINAGE CONVEYANCE SWALES, AND AROUND INLETS TO HELP
REDUCE THE EFFECTS OF SOIL EROSION BY ENERGY DISSIPATION AND RETAIN SEDIMENT.
MATERIALS
WATTLES FOR DITCH CHECKS AND TYPE A INLET STRUCTURE FILTERS EXHIBIT THE FOLLOWING PROPERTIES:
PRODUCED BY A MANUFACTURER EXPERIENCED IN WATTLE MANUFACTURING.
COMPOSED OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT FIBERS, HARDWOOD MULCH
OR A MIX OF THESE MATERIALS ENCLOSED BY A FLEXIBLE NETTING MATERIAL. STRAW, STRAW FIBER, STRAW BALES,
PINE NEEDLES AND LEAF MULCH ARE NOT ALLOWED UNDER THIS SPECIFICATION. UTILIZES OUTER NETTING THAT
CONSISTS OF SEAMLESS, HIGH - DENSITY POLYETHYLENE PHOTODEGRADABLE MATERIALS TREATED WITH ULTRAVIOLET
STABILIZERS OR A SEAMLESS, HIGH - DENSITY POLYETHYLENE NON - DEGRADABLE MATERIALS. DIAMETER RANGING FROM
18- INCHES TO 24- INCHES. CURLED EXCELSIOR WOOD, OR NATURAL COCONUT ROLLED EROSION CONTROL PRODUCTS
(RECPS) THAT ARE ROLLED UP TO CREATE A SEDIMENT TUBE ARE NOT ALLOWED UNDER THIS SPECIFICATION.
INSTALLATION:
1. INSTALL OVER BARE SOIL, MULCHED AREAS OR EROSION CONTROL BLANKETS. THE MINIMUM DIAMETER SHOULD
BE 18 INCHES.
2. BEGIN AT THE LOCATION WHERE THE WATTLE IS TO BE INSTALLED BY EXCAVATING A TRENCH 20 %" OF TUBE
DIAMETER x 9" WIDE TRENCH ALONG THE CONTOUR OF THE SLOPE. EXCAVATED SOIL SHOULD BE PLACED
OP -SLOPE FROM THE ANCHOR TRENCH. AVOID DAMAGE TO SEDIMENT TUBES WHILE INSTALLING THEM. IF THE
SEDIMENT TUBE BECOMES DAMAGED DURING INSTALLATION, A STAKE SHOULD BE PLACED ON BOTH SIDES OF THE
DAMAGED AREA TERMINATING THE TUBE SEGMENT AND A NEW TUBE SEGMENT SHOULD BE INSTALLED
3. PLACE THE WATTLE IN THE TRENCH SO THAT IT CONTOURS TO THE SOIL SURFACE. COMPACT THE SOIL FROM THE
EXCAVATED TRENCH AGAINST THE WATTLE ON THE UPHILL SIDE. ADJACENT WATTLES SHOULD TIGHTLY ABUT.
4. SECURE THE WATTLE WITH 48" STAKES EVERY 2' -0" WITH A STAKE ON EACH END. STAKES SHOULD BE INTERTWINED
WITH THE OUTER MESH ON THE DOWNSTREAM SIDE AND DRIVEN IN THE GROUND TO A MINIMUM DEPTH OF 1.5
FEET LEAVING AT LEAST 3" OF STAKE EXTENDING ABOVE, THE WATTLE STAKES SHOULD BE DRIVEN
PERPENDICULAR TO THE SLOPE FACE. STAKES SHOULD BE 2 "x2" WOODEN STAKES OR STEEL POSTS (STANDARD
"U" OR "T" SECTIONS WITH A MINIMUM WEIGHT OF 1.25 POUNDS PER FOOT). ALWAYS REFER TO THE
MANUFACTURER'S RECOMMENDATIONS FOR THE STAKING DETAIL,
5. INSTALL ALL TUBES INSURING THAT NO GAPS EXIST BETWEEN THE SOIL AND THE BOTTOM OF THE TUBE. THE ENDS
OF ADJACENT WATTLES SHOULD BE LAPPED 6 -INCH TO PREVENT FLOW AND SEDIMENT FROM PASSING THROUGH
THE FIELD JOINT.IN NO SITUATIONS SHOULD SEDIMENT TUBES BE STACKED ON TOP OF ONE ANOTHER. IN SWALES
OR DRAINAGE DITCHES PERPENDICULAR TO THE FLOW OF WATER. SEDIMENT TUBES SHOULD CONTINUE UP THE
SIDE SLOPES A MINIMUM OF 1 FOOT ABOVE THE DESIGN FLOW DEPTH.
6. SEDIMENT TUBE LENGTH SELECTED SHOULD MINIMIZE THE NUMBER OF SEDIMENT TUBES NEEDED TO SPAN THE
WIDTH OF THE DRAINAGE CONVEYANCE. IF THE DITCH CHECK LENGTH (PERPENDICULAR TO THE WATER FLOW) IS
15 FEET, THEN ONE 15 FOOT SEDIMENT TUBE IS PREFERRED COMPARED TO TWO OVERLAPPING 10 FOOT 1
SEDIMENT TUBES.
7. WATTLES FOR DITCH CHECKS SHOULD REMAIN IN PLACE UNTIL FULLY ESTABLISHED VEGETATION AND ROOT
SYSTEMS HAVE COMPLETELY DEVELOPED AND CAN SURVIVE ON THEIR OWN.
INSPECTION AND MAINTENANCE:
CHECK DAMS SHOULD BE INSPECTED EVERY 7 CALENDAR DAYS AND WITHIN 24 -HOURS AFTER EACH STORM THAT
PRODUCES Y2- INCHES OR MORE OF RAIN TO ENSURE CONTINUED EFFECTIVENESS.
LARGE DEBRIS, TRASH, AND LEAVES SHOULD BE REMOVED.
IF EROSION CAUSES THE EDGES TO FALL TO A HEIGHT EQUAL TO OR BELOW THE HEIGHT OF THE CENTER, REPAIRS
SHOULD BE MADE IMMEDIATELY.
REMOVE ACCUMULATED SEDIMENT FROM THE UPSTREAM SIDE OF THE SEDIMENT TUBE WHEN THE SEDIMENT HAS
REACHED A HEIGHT OF APPROXIMATELY ONE -THIRD OF THE EXPOSED HEIGHT OF THE TUBE (MEASURED AT THE
CENTER).
ACCUMULATED SEDIMENT SHOULD BE REMOVED PRIOR TO REMOVING SEDIMENT TUBES.
WATTLE REMOVAL SHOULD BE COMPLETED ONLY AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN COMPLETELY
STABILIZED. PERMANENT VEGETATION SHOULD REPLACE AREAS FROM WHICH GRAVEL, STONE, SEDIMENT TUBES, OR
OTHER MATERIALS HAVE BEEN REMOVED.
C
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
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PUBLIC WORKS DEPARTMENT
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REVISIONS
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WDP 513107
TEMPORARY SEDIMENT TRAP
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OUTLET DETAIL
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WDP F01912012
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2' -0" CONTINUOUS
ALONG TUBE
2 "x2" WOOD STAKES OR
1.25 # /FT STEEL POST
I II
- I
—1111,
A
SLOPE 2:1 -1:1 =10' SPACING
SLOPE 6:1 -4:1 =52' SPACING
SLOPE > 1:1 =5' SPACING
SLOPE 4:1 -2:1 =20' SPACING
� SLOPE <6:1 =50' SPACING
TYPICAL WATTLE SPACING BASED ON SLOPE GRADIENT
3" FILL HEIGHT
WOOD STAKE
EXCAVATED
TRENCH STRAW WATTLE
INBED WATTLE t3" INTO
-II EXISTING GROUND SURFACE
TO PROVIDE CUTOFF
EXISTING SLOPE
SECTION A -A
STRAW WATTLE
NOT TO SCALE
A I B
C
100' MIN. UNLESS SITE
CONDITIONS LIMIT LENGTH
AND SUFFICIENT TO KEEP
SEDIMENT ON SITE
p0O °°00 000 0 pOppO °° MAINTENANCE:
°0 S 000 °o 000 00 o 000 0�o
o0 00 ° 0 °o
ADD ADDITIONAL STONE AND "FLUFF" TOP
O o° °o °0 ° z DRESSING WITH 2" STONE.
zQ o° pO LQ
F °0 2" - 3" STONE TO BE USED o° � a
U) < °0 0 0° Q L SEE N.C. DENR EROSION AND SEDIMENT Lu
L o °o °o o °o 0O > CONTROL PLANNING AND DESIGN MANUAL
0 0° o °oo 000° °O °000° oo FOR CONDITIONS WHERE PRACTICE APPLIES,
0000 ° °) 0 00 ° ° °0 ° 000000 °°°o °p PLANNING CONSIDERATION & DESIGN
0 o 00000000soo oo 00 000
CRITERIA.
PLAN
SILT FENCE *
NEW CONSTRUCTION
35' MIN. 15' MIN.
EXISTING ROADWAY � 15, DIVERSION RIDGE �,
GRAY% Ll- 000 °000 8.. o°oo0 0°0°08oa7�0 3
0 00000 000oo 0 0 000 o °opO°o°o°°00°�o�p800 12 "MIN.
6" MIN. 7 ° ° °��;.000 °0009oo°oo °o °O o °0 8000°cpo °O0o °°cP °cYo° 11111 —IIIII
'111- 11111= IIII- 11111- IIII- 11111- '1�1 11111 11111=
11= l l l 1=
GEOTEXTILE FABRIC UNDER STONE
CROSS SECTION
NOTES:
* 1. SILT FENCE SHOULD BE INSTALLED TO ENSURE CONSTRUCTION ENTRANCE IS USED. (NO SEPARATE PAYMENT)
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD IS NOT REMOVED BY THE VEHICLE TRAVELING OVER THE STONE,
THEN THE TIRES OF THE VEHICLE MUST BE WASHED BEFORE ENTERING THE PUBLIC ROAD OR THE LENGTH OF THE
CONSTRUCTION ENTRANCE EXTENDED.
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON THE PUBLIC ROAD, THE GOVERNING AUTHORITY WILL CLEAN THE AREA
AND INVOICE CONTRACTOR FOR COSTS INCURRED.
4. CONTRACTOR RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF TEMPORARY GRAVEL CONSTRUCTION ENTRANCE WHEN
WORK DICTATES THAT ENTRANCE BE DISTURBED FOR SEWER REALIGNMENT, REPLACEMENT, ETC.
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 31 SIDE SLOPES ACROSS
THE FOUNDATION APPROXIMATELY 15 FT FROM THE ENTRANCE TO DIVERT RUNOFF AWAY FROM THE PUBLIC ROAD.
PLACE GEOTEXTILE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, ESPECIALLY WHERE WET CONDITIONS ARE
ANTICIPATED.
PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE SMOOTH AND SLOPED FOR DRAINAGE.
DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDIMENT TRAP OR BASIN.
INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE.
ROADWAY ENTRANCE TO BE SWEPT AND NOT WASHED AS NEEDED THROUGHOUT THE WORK DAY.
CONSTRUCTION ENTRANCE
NOT TO SCALE
WATTLE DESCRIPTION
WATTLES ARE ELONGATED TUBES OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT _ 2
FIBER OR HARDWOOD MULCH. STRAW, PINE NEEDLE AND LEAF MULCH - FILLED SEDIMENT TUBES ARE NOT PERMITTED
UNDER THIS SPECIFICATION.
WHEN AND WHERE TO USE IT:
INSTALL SEDIMENT TUBES ALONG CONTOURS, IN DRAINAGE CONVEYANCE SWALES, AND AROUND INLETS TO HELP
REDUCE THE EFFECTS OF SOIL EROSION BY ENERGY DISSIPATION AND RETAIN SEDIMENT.
MATERIALS
WATTLES FOR DITCH CHECKS AND TYPE A INLET STRUCTURE FILTERS EXHIBIT THE FOLLOWING PROPERTIES:
PRODUCED BY A MANUFACTURER EXPERIENCED IN WATTLE MANUFACTURING.
COMPOSED OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT FIBERS, HARDWOOD MULCH
OR A MIX OF THESE MATERIALS ENCLOSED BY A FLEXIBLE NETTING MATERIAL. STRAW, STRAW FIBER, STRAW BALES,
PINE NEEDLES AND LEAF MULCH ARE NOT ALLOWED UNDER THIS SPECIFICATION. UTILIZES OUTER NETTING THAT
CONSISTS OF SEAMLESS, HIGH - DENSITY POLYETHYLENE PHOTODEGRADABLE MATERIALS TREATED WITH ULTRAVIOLET
STABILIZERS OR A SEAMLESS, HIGH - DENSITY POLYETHYLENE NON - DEGRADABLE MATERIALS. DIAMETER RANGING FROM
18- INCHES TO 24- INCHES. CURLED EXCELSIOR WOOD, OR NATURAL COCONUT ROLLED EROSION CONTROL PRODUCTS
(RECPS) THAT ARE ROLLED UP TO CREATE A SEDIMENT TUBE ARE NOT ALLOWED UNDER THIS SPECIFICATION.
INSTALLATION:
1. INSTALL OVER BARE SOIL, MULCHED AREAS OR EROSION CONTROL BLANKETS. THE MINIMUM DIAMETER SHOULD
BE 18 INCHES.
2. BEGIN AT THE LOCATION WHERE THE WATTLE IS TO BE INSTALLED BY EXCAVATING A TRENCH 20 %" OF TUBE
DIAMETER x 9" WIDE TRENCH ALONG THE CONTOUR OF THE SLOPE. EXCAVATED SOIL SHOULD BE PLACED
OP -SLOPE FROM THE ANCHOR TRENCH. AVOID DAMAGE TO SEDIMENT TUBES WHILE INSTALLING THEM. IF THE
SEDIMENT TUBE BECOMES DAMAGED DURING INSTALLATION, A STAKE SHOULD BE PLACED ON BOTH SIDES OF THE
DAMAGED AREA TERMINATING THE TUBE SEGMENT AND A NEW TUBE SEGMENT SHOULD BE INSTALLED
3. PLACE THE WATTLE IN THE TRENCH SO THAT IT CONTOURS TO THE SOIL SURFACE. COMPACT THE SOIL FROM THE
EXCAVATED TRENCH AGAINST THE WATTLE ON THE UPHILL SIDE. ADJACENT WATTLES SHOULD TIGHTLY ABUT.
4. SECURE THE WATTLE WITH 48" STAKES EVERY 2' -0" WITH A STAKE ON EACH END. STAKES SHOULD BE INTERTWINED
WITH THE OUTER MESH ON THE DOWNSTREAM SIDE AND DRIVEN IN THE GROUND TO A MINIMUM DEPTH OF 1.5
FEET LEAVING AT LEAST 3" OF STAKE EXTENDING ABOVE, THE WATTLE STAKES SHOULD BE DRIVEN
PERPENDICULAR TO THE SLOPE FACE. STAKES SHOULD BE 2 "x2" WOODEN STAKES OR STEEL POSTS (STANDARD
"U" OR "T" SECTIONS WITH A MINIMUM WEIGHT OF 1.25 POUNDS PER FOOT). ALWAYS REFER TO THE
MANUFACTURER'S RECOMMENDATIONS FOR THE STAKING DETAIL,
5. INSTALL ALL TUBES INSURING THAT NO GAPS EXIST BETWEEN THE SOIL AND THE BOTTOM OF THE TUBE. THE ENDS
OF ADJACENT WATTLES SHOULD BE LAPPED 6 -INCH TO PREVENT FLOW AND SEDIMENT FROM PASSING THROUGH
THE FIELD JOINT.IN NO SITUATIONS SHOULD SEDIMENT TUBES BE STACKED ON TOP OF ONE ANOTHER. IN SWALES
OR DRAINAGE DITCHES PERPENDICULAR TO THE FLOW OF WATER. SEDIMENT TUBES SHOULD CONTINUE UP THE
SIDE SLOPES A MINIMUM OF 1 FOOT ABOVE THE DESIGN FLOW DEPTH.
6. SEDIMENT TUBE LENGTH SELECTED SHOULD MINIMIZE THE NUMBER OF SEDIMENT TUBES NEEDED TO SPAN THE
WIDTH OF THE DRAINAGE CONVEYANCE. IF THE DITCH CHECK LENGTH (PERPENDICULAR TO THE WATER FLOW) IS
15 FEET, THEN ONE 15 FOOT SEDIMENT TUBE IS PREFERRED COMPARED TO TWO OVERLAPPING 10 FOOT 1
SEDIMENT TUBES.
7. WATTLES FOR DITCH CHECKS SHOULD REMAIN IN PLACE UNTIL FULLY ESTABLISHED VEGETATION AND ROOT
SYSTEMS HAVE COMPLETELY DEVELOPED AND CAN SURVIVE ON THEIR OWN.
INSPECTION AND MAINTENANCE:
CHECK DAMS SHOULD BE INSPECTED EVERY 7 CALENDAR DAYS AND WITHIN 24 -HOURS AFTER EACH STORM THAT
PRODUCES Y2- INCHES OR MORE OF RAIN TO ENSURE CONTINUED EFFECTIVENESS.
LARGE DEBRIS, TRASH, AND LEAVES SHOULD BE REMOVED.
IF EROSION CAUSES THE EDGES TO FALL TO A HEIGHT EQUAL TO OR BELOW THE HEIGHT OF THE CENTER, REPAIRS
SHOULD BE MADE IMMEDIATELY.
REMOVE ACCUMULATED SEDIMENT FROM THE UPSTREAM SIDE OF THE SEDIMENT TUBE WHEN THE SEDIMENT HAS
REACHED A HEIGHT OF APPROXIMATELY ONE -THIRD OF THE EXPOSED HEIGHT OF THE TUBE (MEASURED AT THE
CENTER).
ACCUMULATED SEDIMENT SHOULD BE REMOVED PRIOR TO REMOVING SEDIMENT TUBES.
WATTLE REMOVAL SHOULD BE COMPLETED ONLY AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN COMPLETELY
STABILIZED. PERMANENT VEGETATION SHOULD REPLACE AREAS FROM WHICH GRAVEL, STONE, SEDIMENT TUBES, OR
OTHER MATERIALS HAVE BEEN REMOVED.
C
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
PROFESSIONAL SEAL
FULL SCALE: 1 " =NTS
0 NTS NTS
2" = FULL SCALE
� 1 " = HALF SCALE
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REVISIONS DATES 713100 DRAWN BY: JIB
3gwa- ww�w~°�nvDo
WOP 9124104
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CHECK DAM
w
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l
2' -0" CONTINUOUS
ALONG TUBE
2 "x2" WOOD STAKES OR
1.25 # /FT STEEL POST
I II
- I
—1111,
A
SLOPE 2:1 -1:1 =10' SPACING
SLOPE 6:1 -4:1 =52' SPACING
SLOPE > 1:1 =5' SPACING
SLOPE 4:1 -2:1 =20' SPACING
� SLOPE <6:1 =50' SPACING
TYPICAL WATTLE SPACING BASED ON SLOPE GRADIENT
3" FILL HEIGHT
WOOD STAKE
EXCAVATED
TRENCH STRAW WATTLE
INBED WATTLE t3" INTO
-II EXISTING GROUND SURFACE
TO PROVIDE CUTOFF
EXISTING SLOPE
SECTION A -A
STRAW WATTLE
NOT TO SCALE
A I B
C
100' MIN. UNLESS SITE
CONDITIONS LIMIT LENGTH
AND SUFFICIENT TO KEEP
SEDIMENT ON SITE
p0O °°00 000 0 pOppO °° MAINTENANCE:
°0 S 000 °o 000 00 o 000 0�o
o0 00 ° 0 °o
ADD ADDITIONAL STONE AND "FLUFF" TOP
O o° °o °0 ° z DRESSING WITH 2" STONE.
zQ o° pO LQ
F °0 2" - 3" STONE TO BE USED o° � a
U) < °0 0 0° Q L SEE N.C. DENR EROSION AND SEDIMENT Lu
L o °o °o o °o 0O > CONTROL PLANNING AND DESIGN MANUAL
0 0° o °oo 000° °O °000° oo FOR CONDITIONS WHERE PRACTICE APPLIES,
0000 ° °) 0 00 ° ° °0 ° 000000 °°°o °p PLANNING CONSIDERATION & DESIGN
0 o 00000000soo oo 00 000
CRITERIA.
PLAN
SILT FENCE *
NEW CONSTRUCTION
35' MIN. 15' MIN.
EXISTING ROADWAY � 15, DIVERSION RIDGE �,
GRAY% Ll- 000 °000 8.. o°oo0 0°0°08oa7�0 3
0 00000 000oo 0 0 000 o °opO°o°o°°00°�o�p800 12 "MIN.
6" MIN. 7 ° ° °��;.000 °0009oo°oo °o °O o °0 8000°cpo °O0o °°cP °cYo° 11111 —IIIII
'111- 11111= IIII- 11111- IIII- 11111- '1�1 11111 11111=
11= l l l 1=
GEOTEXTILE FABRIC UNDER STONE
CROSS SECTION
NOTES:
* 1. SILT FENCE SHOULD BE INSTALLED TO ENSURE CONSTRUCTION ENTRANCE IS USED. (NO SEPARATE PAYMENT)
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD IS NOT REMOVED BY THE VEHICLE TRAVELING OVER THE STONE,
THEN THE TIRES OF THE VEHICLE MUST BE WASHED BEFORE ENTERING THE PUBLIC ROAD OR THE LENGTH OF THE
CONSTRUCTION ENTRANCE EXTENDED.
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON THE PUBLIC ROAD, THE GOVERNING AUTHORITY WILL CLEAN THE AREA
AND INVOICE CONTRACTOR FOR COSTS INCURRED.
4. CONTRACTOR RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF TEMPORARY GRAVEL CONSTRUCTION ENTRANCE WHEN
WORK DICTATES THAT ENTRANCE BE DISTURBED FOR SEWER REALIGNMENT, REPLACEMENT, ETC.
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 31 SIDE SLOPES ACROSS
THE FOUNDATION APPROXIMATELY 15 FT FROM THE ENTRANCE TO DIVERT RUNOFF AWAY FROM THE PUBLIC ROAD.
PLACE GEOTEXTILE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, ESPECIALLY WHERE WET CONDITIONS ARE
ANTICIPATED.
PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE SMOOTH AND SLOPED FOR DRAINAGE.
DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDIMENT TRAP OR BASIN.
INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE.
ROADWAY ENTRANCE TO BE SWEPT AND NOT WASHED AS NEEDED THROUGHOUT THE WORK DAY.
CONSTRUCTION ENTRANCE
NOT TO SCALE
WATTLE DESCRIPTION
WATTLES ARE ELONGATED TUBES OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT _ 2
FIBER OR HARDWOOD MULCH. STRAW, PINE NEEDLE AND LEAF MULCH - FILLED SEDIMENT TUBES ARE NOT PERMITTED
UNDER THIS SPECIFICATION.
WHEN AND WHERE TO USE IT:
INSTALL SEDIMENT TUBES ALONG CONTOURS, IN DRAINAGE CONVEYANCE SWALES, AND AROUND INLETS TO HELP
REDUCE THE EFFECTS OF SOIL EROSION BY ENERGY DISSIPATION AND RETAIN SEDIMENT.
MATERIALS
WATTLES FOR DITCH CHECKS AND TYPE A INLET STRUCTURE FILTERS EXHIBIT THE FOLLOWING PROPERTIES:
PRODUCED BY A MANUFACTURER EXPERIENCED IN WATTLE MANUFACTURING.
COMPOSED OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT FIBERS, HARDWOOD MULCH
OR A MIX OF THESE MATERIALS ENCLOSED BY A FLEXIBLE NETTING MATERIAL. STRAW, STRAW FIBER, STRAW BALES,
PINE NEEDLES AND LEAF MULCH ARE NOT ALLOWED UNDER THIS SPECIFICATION. UTILIZES OUTER NETTING THAT
CONSISTS OF SEAMLESS, HIGH - DENSITY POLYETHYLENE PHOTODEGRADABLE MATERIALS TREATED WITH ULTRAVIOLET
STABILIZERS OR A SEAMLESS, HIGH - DENSITY POLYETHYLENE NON - DEGRADABLE MATERIALS. DIAMETER RANGING FROM
18- INCHES TO 24- INCHES. CURLED EXCELSIOR WOOD, OR NATURAL COCONUT ROLLED EROSION CONTROL PRODUCTS
(RECPS) THAT ARE ROLLED UP TO CREATE A SEDIMENT TUBE ARE NOT ALLOWED UNDER THIS SPECIFICATION.
INSTALLATION:
1. INSTALL OVER BARE SOIL, MULCHED AREAS OR EROSION CONTROL BLANKETS. THE MINIMUM DIAMETER SHOULD
BE 18 INCHES.
2. BEGIN AT THE LOCATION WHERE THE WATTLE IS TO BE INSTALLED BY EXCAVATING A TRENCH 20 %" OF TUBE
DIAMETER x 9" WIDE TRENCH ALONG THE CONTOUR OF THE SLOPE. EXCAVATED SOIL SHOULD BE PLACED
OP -SLOPE FROM THE ANCHOR TRENCH. AVOID DAMAGE TO SEDIMENT TUBES WHILE INSTALLING THEM. IF THE
SEDIMENT TUBE BECOMES DAMAGED DURING INSTALLATION, A STAKE SHOULD BE PLACED ON BOTH SIDES OF THE
DAMAGED AREA TERMINATING THE TUBE SEGMENT AND A NEW TUBE SEGMENT SHOULD BE INSTALLED
3. PLACE THE WATTLE IN THE TRENCH SO THAT IT CONTOURS TO THE SOIL SURFACE. COMPACT THE SOIL FROM THE
EXCAVATED TRENCH AGAINST THE WATTLE ON THE UPHILL SIDE. ADJACENT WATTLES SHOULD TIGHTLY ABUT.
4. SECURE THE WATTLE WITH 48" STAKES EVERY 2' -0" WITH A STAKE ON EACH END. STAKES SHOULD BE INTERTWINED
WITH THE OUTER MESH ON THE DOWNSTREAM SIDE AND DRIVEN IN THE GROUND TO A MINIMUM DEPTH OF 1.5
FEET LEAVING AT LEAST 3" OF STAKE EXTENDING ABOVE, THE WATTLE STAKES SHOULD BE DRIVEN
PERPENDICULAR TO THE SLOPE FACE. STAKES SHOULD BE 2 "x2" WOODEN STAKES OR STEEL POSTS (STANDARD
"U" OR "T" SECTIONS WITH A MINIMUM WEIGHT OF 1.25 POUNDS PER FOOT). ALWAYS REFER TO THE
MANUFACTURER'S RECOMMENDATIONS FOR THE STAKING DETAIL,
5. INSTALL ALL TUBES INSURING THAT NO GAPS EXIST BETWEEN THE SOIL AND THE BOTTOM OF THE TUBE. THE ENDS
OF ADJACENT WATTLES SHOULD BE LAPPED 6 -INCH TO PREVENT FLOW AND SEDIMENT FROM PASSING THROUGH
THE FIELD JOINT.IN NO SITUATIONS SHOULD SEDIMENT TUBES BE STACKED ON TOP OF ONE ANOTHER. IN SWALES
OR DRAINAGE DITCHES PERPENDICULAR TO THE FLOW OF WATER. SEDIMENT TUBES SHOULD CONTINUE UP THE
SIDE SLOPES A MINIMUM OF 1 FOOT ABOVE THE DESIGN FLOW DEPTH.
6. SEDIMENT TUBE LENGTH SELECTED SHOULD MINIMIZE THE NUMBER OF SEDIMENT TUBES NEEDED TO SPAN THE
WIDTH OF THE DRAINAGE CONVEYANCE. IF THE DITCH CHECK LENGTH (PERPENDICULAR TO THE WATER FLOW) IS
15 FEET, THEN ONE 15 FOOT SEDIMENT TUBE IS PREFERRED COMPARED TO TWO OVERLAPPING 10 FOOT 1
SEDIMENT TUBES.
7. WATTLES FOR DITCH CHECKS SHOULD REMAIN IN PLACE UNTIL FULLY ESTABLISHED VEGETATION AND ROOT
SYSTEMS HAVE COMPLETELY DEVELOPED AND CAN SURVIVE ON THEIR OWN.
INSPECTION AND MAINTENANCE:
CHECK DAMS SHOULD BE INSPECTED EVERY 7 CALENDAR DAYS AND WITHIN 24 -HOURS AFTER EACH STORM THAT
PRODUCES Y2- INCHES OR MORE OF RAIN TO ENSURE CONTINUED EFFECTIVENESS.
LARGE DEBRIS, TRASH, AND LEAVES SHOULD BE REMOVED.
IF EROSION CAUSES THE EDGES TO FALL TO A HEIGHT EQUAL TO OR BELOW THE HEIGHT OF THE CENTER, REPAIRS
SHOULD BE MADE IMMEDIATELY.
REMOVE ACCUMULATED SEDIMENT FROM THE UPSTREAM SIDE OF THE SEDIMENT TUBE WHEN THE SEDIMENT HAS
REACHED A HEIGHT OF APPROXIMATELY ONE -THIRD OF THE EXPOSED HEIGHT OF THE TUBE (MEASURED AT THE
CENTER).
ACCUMULATED SEDIMENT SHOULD BE REMOVED PRIOR TO REMOVING SEDIMENT TUBES.
WATTLE REMOVAL SHOULD BE COMPLETED ONLY AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN COMPLETELY
STABILIZED. PERMANENT VEGETATION SHOULD REPLACE AREAS FROM WHICH GRAVEL, STONE, SEDIMENT TUBES, OR
OTHER MATERIALS HAVE BEEN REMOVED.
C
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
PROFESSIONAL SEAL
FULL SCALE: 1 " =NTS
0 NTS NTS
2" = FULL SCALE
� 1 " = HALF SCALE
PROD. DATE: April 2012
Q. C.: GF
Q.C. DATE: - - - -
DRAWING NUMBER:
40
PROJ. NO.:
20110061
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20110061

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125
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100
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CITY OF RALEIGH CITY OF RALEIGH CITY OF RALEIGH
PUBLIC WORKS DEPARTMENT PUBLIC WORKS DEPARTMENT H101M'tdIV4.Z£W —, PUBLIC WORKS DEPARTMENT
REVISIONS DATE. 7/3600 DRAWN BYz JTB REVISIONS DA TEe 713100 DRAWN BY. JIB REVISIONS DATE. 7/3/00 DRAWN DYe JTB
WDP 8109104 WDP 9128104 WDP 7112/07
WDP 71,2107 STANDARD CATCH BASIN TEMPORARY 9Z v� WATERCOURSE BUFFER
YARD INLET PROTECTION SILT DITCH 0 -s .D -.z PROTECTION FENCE
STD. u 40.33 STD. n 40.34 STD. 0 40.38
SEDIMENT
N z CONTROL
STONE
PLAN
STRUCTURAL
STONE
0
18"
MIN
kRTH BERM
PIPE A
FLOW
STRUCTURAL
STONE
EARTH BERM
ROADWAY
SHOULDER
Z_ _ _
00 ti ?�
F�—P IPE —p FLOWS
�'1' 7' -6" MIN
D' -24" PIPE MAX
SECTION A -A
NOTES:
1. USE CLASS 'A' EROSION CONTROL STONE FOR STRUCTURAL STONE.
2. USE NO. 5 OR NO. 57 STONE FOR SEDIMENT CONTROL STONE.
3. CONSTRUCT TOP OF BERM A MINIMUM OF ONE FOOT THE SHOULDER OR DIVERSION POINT.
4. PROVIDE A TOTAL SEDIMENT TRAP VOLUME OF 3600± CU FT PER ACRE OF DISTURBED AREA.
SOME OF THE REQUIRED VOLUME MAY BE PROVIDED BY UP OR DOWN STREAM CONTROLS.
ROCK PILE INLET SEDIMENT TRAP
NOT TO SCALE
A
z
I, WTI 0 IRA I ��JI
=1
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PLAN VIEW
H
36" CHAIN LINK
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VARIARI F AS n1RFCTFn RY THE FNrINFFR
-j WkTER OF FILTER -7111 11 E: 0 CLOTH
■ � ��► �
11 II M
h =RIP RAP TO TOP OF PIPE (MAX h =d +t)
GEOTEXTILE t =15" CLASS 1 RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
t =12" CLASS'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
SECTION A -A SECTION B -B
TYPE A TYPE B
(PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL) (PIPE OUTLET TO WELL- DEFINED CHANNEL)
CULVERT OUTLET PROTECTION
NOT TO SCALE
A-01*-]
,, -o" T r.
PLAN
I I
I II
I II
- 11 FRONT VIEW
NOTES:
1. FENCING SHALL BE 36" HIGH CHAIN LINK FENCE. POST SHALL BE
PLACED WITHOUT A CONCRETE EMBEDMENT.
2. CHAIN LINK FENCE SHALL BE FASTENED SECURELY TO FENCE -
POSTS WITH WIRE TIES. r
3. FILLER CLOTH SHALL BE FASTENED SECURELY TO CHAIN LINK
FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION.
4. WHEN TWO SECTIONS OF FILLER CLOTH ADJOIN EACH OTHER,
THEY SHALL BE OVERLAPPED BY 6- INCHES AND FOLDED.
5. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL
REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE.
1-
=111 I�
=III I�
TCr%AMf-NM A w 01 1=10 Oil T CCAIr'`C SIDE VIEW
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F — POST
A AL-
SEDIMENT 1' -6" STRUCTURAL
CONTROLSTONE
MIN STONE
o,
?� FLOW 1 co z
,SS'B' EROSION CONTROL STONE FOR STRUCTURAL STONE. U
2. USE NO. 5 OR NO. 57 STONE FOR SEDIMENT CONTROL STONE.
SILT FENCE STONE OUTLETS SECTION A
c
DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
W
GRADE
2
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PROFESSIONAL SEAL
FULL SCALE: 1 " =NTS
0 NTS NTS
2" = FULL SCALE
P 1 " = HALF SCALE
PROD. DATE: April 2012
Q. C.: GF
Q.C. DATE: — — — —
DRAWING NUMBER:
41
PROJ. NO.:
20110061
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PROJ. NO.:
20110061

STABILIZATION MEASURES FOR STEEP SLOPES, STREAMS AND DITCHES
SHEET
STREAM IDENTIFIER
UNIQUE
TEMPORARY
TEMPORARY
PERMANENT
PERMANENT
NUMBER
OR TYPE
SEWERALIGNMENT
IDENTIFIER
STABILIZATION
ESTIMATED QUANTITY
STABILIZATION
ESTIMATED QUANTITY
COMMENTS
1
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -1
STRAW W/ NET
4625
SF
GRASS
4625
SF
STABILIZATION FOR DITCH ALONG PROPOSED SEWER
1
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -2
N/A
N/A
N/A
CLASS B
400
SF
RIP -RAP TO BE PLACED WHERE TWO DITCHES
INTERSECT
1
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -3
STRAW W/ NET
1011
SF
GRASS
1011
SF
STABILIZATION FOR DITCH ALONG PROPOSED SEWER
1
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -4
N/A
N/A
N/A
CLASS B
310
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
2
SC19
RICHLAND CREEK OUTFALL
SM -5
N/A
N/A
N/A
CLASS II
187
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
3
SC18
RICHLAND CREEK OUTFALL
SM -6
N/A
N/A
N/A
CLASS I
405
SF
STABILIZATION DETAIL.
3
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -7
N/A
N/A
N/A
CLASS B
505
SF
RIP -RAP TO BE PLACED ALONG DITCH
3
BERM/ STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -8
JUTE MATTING
2807
SF
GRASS
2807
SF
EXISTING BERM WILL NEED TO BE RESTORED BACK TO
EXISTING CONDITIONS.
3
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -9
JUTE MATTING
3948
SF
GRASS
3948
SF
STABILIZATION LOCATED RIGHT OF SEWER
4
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -10
JUTE MATTING
155
SF
GRASS
155
SF
5
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -11
JUTE MATTING
3624
SF
GRASS
3624
SF
5
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -12
JUTE MATTING
2090
SF
GRASS
2090
SF
ALIGNMENT
6
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -13
JUTE MATTING
6641
SF
GRASS
6641
SF
6
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -14
JUTE MATTING
1201
SF
GRASS
1201
SF
7
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -15
JUTE MATTING
2164
SF
GRASS
2164
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
7
SC14
RICHLAND CREEK OUTFALL
SM -16
N/A
N/A
N/A
CLASS I
220
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
7
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -17
STRAW W/ NET
247
SF
GRASS
247
SF
STABILIZATION LOCATED RIGHT OF SEWER
ALIGNMENT
7
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -18
JUTE MATTING
3503
SF
GRASS
3503
SF
8
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -19
STRAW W/ NET
673
SF
GRASS
673
SF
STABILIZATION FOR DITCH ALONG PROPOSED SEWER
8
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -20
JUTE MATTING
849
SF
GRASS
849
SF
STABILIZATION LOCATED RIGHT OF SEWER
ALIGNMENT
8
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -21
JUTE MATTING
1125
SF
GRASS
1125
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
8
SC11
RICHLAND CREEK OUTFALL
SM -22
N/A
N/A
N/A
CLASS I
891
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
10
SC10
RICHLAND CREEK OUTFALL
SM -23
N/A
N/A
N/A
CLASS B
985
SF
STABILIZATION FOR DITCH ALONG PROPOSED SEWER
10
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -24
STRAW W/ NET
253
SF
GRASS
253
SF
10
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -25
JUTE MATTING
652
SF
GRASS
652
SF
STABILIZATION LOCATED RIGHT OF SEWER
ALIGNMENT
10
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -26
JUTE MATTING
296
SF
GRASS
296
SF
STABILIZATION LOCATED RIGHT OF SEWER
11
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -27
JUTE MATTING
11916
SF
GRASS
11916
SF
ALIGNMENT
11
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -28
JUTE MATTING
134
SF
GRASS
134
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
12
SC8
RICHLAND CREEK OUTFALL
SM -29
N/A
N/A
N/A
CLASS II
644
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
13
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -30
STRAW W/ NET
268
SF
GRASS
268
SF
STABILIZATION FOR DITCH ALONG PROPOSED SEWER
13
DRAINAGE DITCH
RICHLAND CREEK OUTFALL
SM -31
STRAW W/ NET
911
SF
GRASS
911
SF
STABILIZATION LOCATED RIGHT OF SEWER
ALIGNMENT
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
14
SC7
RICHLAND CREEK OUTFALL
SM -32
N/A
N/A
N/A
CLASS B
368
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
14
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -33
JUTE MATTING
1323
SF
GRASS
1323
SF
STABILIZATION LOCATED RIGHT OF SEWER
ALIGNMENT
15
STEEP SLOPE
RICHLAND CREEK OUTFALL
SM -34
JUTE MATTING
3911
SF
GRASS
3911
SF
16
SC6
RICHLAND CREEK OUTFALL
SM -35
N/A
N/A
N/A
CLASS B
690
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
16
SC5
RICHLAND CREEK OUTFALL
SM -36
N/A
N/A
N/A
CLASS B
385
SF
STABILIZATION DETAIL.
17
SC4
RICHLAND CREEK OUTFALL
SM -37
N/A
N/A
N/A
CLASS B
842
SF
19
STEEP SLOPE
DURHAM RD / WINGATE RD
SM -38
JUTE MATTING
823
SF
GRASS
421
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
19
SC3
DURHAM RD / WINGATE RD
SM -39
N/A
N/A
N/A
CLASS II
1642
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
20
STEEP SLOPE
DURHAM RD / WINGATE RD
SM -40
JUTE MATTING
567
SF
GRASS
567
SF
STABILIZATION LOCATED RIGHT OF SEWER
ALIGNMENT
20
SC2
DURHAM RD / WINGATE RD
SM -41
N/A
N/A
N/A
CLASS II
603
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
20
SC1
DURHAM RD / WINGATE RD
SM -42
N/A
N/A
N/A
CLASS II
332
SF
STABILIZATION DETAIL.
20
SC20 / SC21
DURHAM RD / WINGATE RD
SM -43
N/A
N/A
N/A
CLASS II
1809
SF
20A
STEEP SLOPE
DURHAM RD / WINGATE RD
SM -44
JUTE MATTING
1205
SF
GRASS
1205
SF
STABILIZATION LOCATED ALONG SEWER ALIGNMENT
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
21
SC17
CRENSHAW INTERCEPTOR
SM -45
N/A
N/A
N/A
CLASS B
830
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
22
SC16
CRENSHAW INTERCEPTOR
SM -46
N/A
N/A
N/A
CLASS II
778
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
23
STEEP SLOPE
CRENSHAW INTERCEPTOR
SM -47
JUTE MATTING
8650
SF
GRASS
8650
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
23
STEEP SLOPE
CRENSHAW INTERCEPTOR
SM -48
JUTE MATTING
2287
SF
GRASS
2287
SF
STABILIZATION LOCATED RIGHT OF SEWER
23
STEEP SLOPE
CRENSHAW INTERCEPTOR
SM -49
JUTE MATTING
962
SF
GRASS
962
SF
ALIGNMENT
23
SC15
CRENSHAW INTERCEPTOR
SM -50
N/A
N/A
N/A
CLASS B
108
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
23
SC15
CRENSHAW INTERCEPTOR
SM -51
N/A
N/A
N/A
CLASS B
251
SF
STABILIZATION DETAIL.
24
STEEP SLOPE
CRENSHAW INTERCEPTOR
SM -52
JUTE MATTING
762
SF
GRASS
762
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
24
STEEP SLOPE
CRENSHAW INTERCEPTOR
SM -53
JUTE MATTING
2253
SF
GRASS
2253
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
24
STEEP SLOPE
CRENSHAW INTERCEPTOR
SM -54
JUTE MATTING
1481
SF
GRASS
1481
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
25
SC23
CRENSHAW INTERCEPTOR
SM -55
N/A
N/A
N/A
CLASS B
470
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
24 & 25
SC29
CRENSHAW INTERCEPTOR
SM -56
N/A
N/A
N/A
CLASS II
413
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
26
SC12
CIMARRON INTERCEPTOR
PARALLEL
SM -57
N/A
N/A
N/A
CLASS I
219
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
28
SC13
CIMARRON INTERCEPTOR
SM -58
N/A
N/A
N/A
CLASS B
131
SF
PARALLEL
29
STEEP SLOPE
CIMARRON INTERCEPTOR
SM -59
JUTE MATTING
950
SF
GRASS
950
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
PARALLEL
30
SC24
UPPER RICHLAND PARALLEL
SM -60
STRAW W/ NET
443
SF
GRASS
443
SF
STABILIZATION FOR STREAM ALONG PROPOSED
SEWER
30
SC25
UPPER RICHLAND PARALLEL
SM -61
N/A
N/A
N/A
CLASS I
262
SF
PLACE RIP -RAP FROM TOP OF BANK TO BOTTOM OF
30
SC26
UPPER RICHLAND PARALLEL
SM -62
N/A
N/A
N/A
CLASS I
87
SF
BANK ON BOTH SIDES OF STREAM. SEE STREAM BANK
STABILIZATION DETAIL.
30
SC26
UPPER RICHLAND PARALLEL
SM -63
N/A
N/A
N/A
CLASS I
94
SF
31
SC27
UPPER RICHLAND PARALLEL
SM -64
N/A
N/A
N/A
CLASS B
492
SF
20C
STEEP SLOPE
DURHAM RD / WINGATE RD
SM -65
JUTE MATTING
1140
SF
GRASS
1140
SF
STABILIZATION LOCATED LEFT OF SEWER ALIGNMENT
NOTE: STEEP SLOPE TYPES LABELED IN TABLE ABOVE ARE 3:1 OR STEEPER. SEE PLANS FOR CONTOURS.
DIRECTION OFFI-OW
12" 6" STAPLES AT 1'
��►►� INT6ERVALS
FIGURE 1
INITIAL ANCHOR TRENCH
-t\
Fir,[ 1RF :I
TOP OF BANK TERMINATION
EXTEND 2' -3' PAST
DIRECTIONOFFLOW
n
911
FIr,l1RF 9
�.7
START NEW ROLL IN CHECK SLOT,
OVERLAP MINIMUM 1' -0"
INTERMITTENT CHECK
SLOT /BEGINING OF NEW ROLL
DIRECTION OF FLOW
FIGURE 4
TERMINAL ANCHOR TRENCH
FIGURE 5
TRENCH AND CHECK SLOT LAYOUT
PERMANENT LINER MUST MEET OR EXCEED THE
FOLLOWING REQUIREMENTS:
MAXIMUM PERMISSIBLE SHORT -TERM (1/2 HR.) VELOCITY OF
25 FT /SEC FOR VEGETATED AND 20 FT /SEC FOR
UNVEGETATED
MAXIMUM PERMISSIBLE LONG -TERM (50 HRS.) VELOCITY OF
14 FT /SEC FOR VEGETATED AND 10 FT /SEC FOR
UNVEGETATED
MAXIMUM PERMISSIBLE SHEAR STRESS OF 10 LB /FT2 FOR
VEGETATED AND 8 LB /FT2 FOR UNVEGETATED
PERMANENT LINER RECOMMENDED INSTALLATION
NOT TO SCALE
PERMANENT LINER INSTALLATION NOTES:
F 1'
S
SITE PREPARATION
GRADE AND COMPACT AREA.
REMOVE ALL ROCKS, CLODS, VEGETATION, AND OBSTRUCTIONS SO THAT MATTING WILL HAVE DIRECT
CONTACT WITH THE SOIL.
PREPARE SEEDBED BY LOOSENING 3 TO 4 INCHES OF TOPSOIL ABOVE FINAL GRADE.
-I O N
FIG 4) APPLY ANY TREATMENT SUCH AS LIME OR FERTILIZERS TO THE SOIL IF NEEDED.
DO NOT MULCH AREAS WHERE MAT IS TO BE INSTALLED.
SEEDING
SEE SEEDING SCHEDULE FOR SEEDING REQUIREMENTS.
APPLY SEED TO SOIL BEFORE PLACING MATTING.
WHEN USING PERMANENT LINER, APPLY ADDITIONAL SEED AFTER INSTALLATION AND FILL MAT WITH SOIL.
INSTALLATION ON BANKS
EXTEND MAT 2 TO 3 FEET OVER CREST OF SLOPE AND EXCAVATE A 12" x 6" TERMINAL ANCHOR TRENCH.
SEE FIGURE 4.
ANCHOR MAT IN TRENCH ON 1 FOOT SPACINGS, BACKFILL AND COMPACT SOIL.
OVERLAP ADJACENT MATS 3" AND ANCHOR EVERY 18" ACROSS THE OVERLAP. THE HIGHER ELEVATION MAT
SHOULD BE PLACED OVER THE LOWER ELEVATION MAT.
EDGES SHOULD BE SHINGLED AWAY FROM THE FLOW OF WATER.
LAY MAT LOOSE TO ALLOW CONTACT WITH SOIL.
DO NOT STRETCH TIGHT.
ANCHOR MAT USING U- SHAPED WIRE STAPLES OR GEOTEXTILE PINS.
INSTALLATION IN STORM WATER CHANNELS
EXCAVATE INITIAL ANCHOR TRENCH 12 "X6" ACROSS THE CHANNEL AT THE LOWER END OF THE PROJECT.
SEE FIGURE 1.
PLACE 6" x 6" CHECK SLOTS AT 30' INTERVALS ALONG THE CHANNEL. SEE FIGURE 2.
CUT 4" x 4" TRENCH ALONG TOP OF BANK FOR MAT TERMINATION. EXTEND MAT 2 TO 3 FEET ABOVE CREST
IF POSSIBLE. SEE FIGURE 3.
BEGINING AT THE CENTER OF CHANNEL AT THE DOWNSTREAM END OF THE AREA TO BE LINED, PLACE THE
END OF THE ROLL IN ANCHOR TRENCH AND SECURE WITH U- SHAPED WIRE STAPLES OR GEOTEXTILE PINS.
SEE FIGURE 1.
PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A MINIMUM OF 3" OVERLAP. SECURE WITH STAPLES
OR GEOTEXTILE PINS, BACKFILL ANCHOR TRENCH, AND COMPACT SOIL.
UNROLL MAT OVER COMPACTED ANCHOR TRENCH, STOP AT NEXT CHECK SLOT OR TERMINAL ANCHOR.
UNROLL ADJACENT ROLLS IN SAME MANNER, WITH A MINIMUM OF 3" OF OVERLAP.
STAPLE AT 18" INTERVALS ALONG OVERLAP.
FOLD AND SECURE MAT ROLLS TIGHTLY INTO CHECK SLOTS. LAY MAT IN CHECK SLOT, FOLD BACK AGAINST
ITSELF, ANCHOR THROUGH BOTH LAYERS, BACKFILL AND COMPACT SOIL, CONTINUE ROLLING MAP
UPSTREAM. SEE FIGURE 2.
BEGIN NEW ROLLS IN CHECK SLOT, AND OVERLAP ENDS MINIMUM OF 1'.
SEE FIGURE 4 FOR TERMINATION AT UPSTREAM END.
SEE FIGURE 5 FOR TRENCH AND CHECK SLOT LAYOUT.
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:

3
2-
A
PROPOSED 12' WOOD
BRIDGEMAT (3) 4' WIDTHS
FOR CROSSING
EXISTING STREAM OR SWALE 1/4 CLASS 1 STONE FOR APPROACH
KICK BOARD (WIDTH VARIES) SUPPORTED STABILIZATION W /FILTER FABRIC, TYP
(SEE PLAN & PROFILE)
4' -0" WATER DIVERSION,
INSTALL BOTH SIDES
ii T"mF
ELEVATION
1" OR 1.25" BOLTS
i
50'
PLAN
12'
OPTIONAL
PLYWOOD
SHEETING
8 "x8" KICK
BOARD, TYP
8 "x8" M IN
1" OR 1.25" BOLTS
SECTION A -A
GENERAL NOTES: SEQUENCE NOTES:
1. INSTALL TO CREATE A MINIMUM 12 FT CROSSING WIDTH OR LARGER WIDTH 1. MAT SHALL BE INSTALLED PRIOR TO CONSTRUCTION. LOCATION OF MAT AT
FOR CONSTRUCTION EQUIPMENT. EACH CROSSING SHALL BE COORDINATED BY CONTRACTOR SO IT DOES NOT
CONFLICT WITH SEWER EXCAVATION AND IT RESIDES WITHIN LIMITS OF
2. PERIODICALLY CHECK MAT HARDWARE, RETIGHTEN AS REQUIRED TO MAINTAIN DISTURBANCE (LOD).
STRENGTH AND INTEGRITY.
2. MAT SHALL REMAIN IN PLACE UNTIL ALL DOWNSTREAM (IN TERMS OF SEWER
3. REMOVE ANY DEBRIS THAT ENTERS STREAM OR DRAINAGE WAY. FLOW) WORK HAS BEEN COMPLETED, RESTORED AND DEEMED ACCEPTABLE.
4. CONTRACTOR RESPONSIBLE FOR SIZING STRUCTURAL COMPONENTS OF MAT 3. WHERE MAT LOCATION OVERLAPS LOCATION OF A PROPOSED PERMANENT
TO CARRY ALL CONSTRUCTION LOADS INCLUDING EQUIPMENT AND MATERIAL. FORD OR REPLACEMENT OF AN EXISTING FORD, THE FORD SHALL THEN BE
CONSTRUCTED AND SHALL BE USED BY THE OWNER FOR PERPETUAL
OPERATION AND MAINTENANCE OF SEWER.
TEMPORARY STREAM CROSSING (BRIDGE MAT)
NOT TO SCALE
EXISTING TOP
OF BANK
ISOMETRIC VIEW
COARSE
AGGREGATE
EXISTING
GROUND
7-- 1' -0" MIN.
EXISTING BOTTOM
OF CHANNEL T
5' -0" MIN. IT
f �1 CLASS
5 OR FLATTER NON -WOVEN
3' -0" MIN. GEOTEXTILE
1' -0" MIN. VARIES
LENGTH VARIES (SEE PLANS)
2 OR FLATTER
1
CLASSIC COARSE
NON -WOVEN AGGREGATE
GEOTEXTILE 1' -0" MIN.
S -0" MIN.
15' -0" MAX.
RAMP CROSS SECTION
TI E TO
EXISTING
GRADE
"�1
2 OR FLATTER
NOTES:
1. BRIDGE MATS OF SUITABLE SIZE WILL BE PROVIDED TO FACILITATE CONSTRUCTION CROSSING OF THE JURISDICTIONAL STREAMS AND DRAINAGE DITCHES. THE
BRIDGE MATS WILL REMAIN IN PLACE UNTIL ALL DOWNSTREAM (IN TERMS OF SEWER FLOW) WORK HAS BEEN COMPLETED AND DEEMED ACCEPTABLE. WHERE
1 THESE BRIDGE MATS OVERLAP PROPOSED LOCATIONS OF NEW PERMANENT FORDS OR REPLACEMENT OF EXISTING FORDS, THE FORDS SHALL THEN BE
CONSTRUCTED. SEE BRIDGE MAT DETAIL.
2. CONTRACTOR SHALL COORDINATE PLACEMENT OF THE PERMANENT FORDS WITH THE PROJECT REPRESENTATIVE.
3. THE FORDS SHALL BE CONSTRUCTED IN A DRY CONDITION. IF FORD FALLS WITHIN A JURISDICTIONAL STREAM CONTRACTOR SHALL USE A COFFERDAM AND
BYPASS ARRANGEMENT. SEE COFFER DAM AND PUMP AROUND DETAILS.
4. EXTEND GEOTEXTILE AND AGGREGATE ACROSS CHANNEL AND CONSTRUCT RAMP ON OPPOSITE SIDE.
5. DESIGN BOTTOM ELEVATION SHALL BE THE LOWEST STABLE ELEVATION OF THE CHANNEL CROSS SECTION.
6. COARSE AGGREGATE SHALL BE 2 TO 4 INCHES IN DIAMETER AND FREE OF FINES.
7. GEOTEXTILE SHALL BE CLASS I, NON - WOVEN, NEEDLE PUNCHED. SPLICES SHALL OVERLAP A MINIMUM OF 18 INCHES.
8. EXCAVATED MATERIAL MUST BE REMOVED FROM THE SITE, OR PLACED AT LEAST 12 FT. FROM THE TOP EDGE OF CHANNEL. SPOIL AREA SHALL HAVE A FREE
DRAINING SURFACE, 2 FT. MAX. HEIGHT, AND SIDE SLOPES 3:1 OR FLATTER.
9. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR STABILIZED WITH AGGREGATE.
10. THE INTENT OF THE PERMANENT FORD IS FOR USE BY CORPUD AND PERPETUAL OPERATION AND MAINTENANCE OF THE SEWER.
PERMANENT FORD
NOT TO SCALE
A
E
z
FILTER CLOTH g
- T (MIN.)
Lo
KEYWAY AT TOE
OF SLOPE
SECTION
RIP RAP TO CONFORM
TO EXISTING SLOPE -_
-� CREEK/DITCH BED
FILTER CLOTH
GRAVITY SEWER PER PLANS
-_ -_ -! 11 1 J -_1L1,
- - - - - - - - - - - - - - - - - - - - -
CROSS SECTION
1
CREEK/DITCH
BED
M
AS REQ'D
SILT FENCE
TO PARALLEL
STREAM
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DOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME:
PROFESSIONAL SEAL
FULL SCALE: 1"=40
0 40 80
2" = FULL SCALE
,, 1 " = HALF SCALE
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PROD. DATE: April 2012
Q.C.: GF
Q.C. DATE: - - - -
DRAWING NUMBER:
44
PROJ. NO.:
20110061
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NOTE 2 WING BARRICADES WITH SIGN KI 1 -3
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LANE ROADWAYS
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0 0
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2- INSTALLATION OF DETOUR ROUTING PANELS, TEMPORARY ROUTE MARKERS, DESTINATION SIGNS,
0 0
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FOR FLAGGER OPERATIONS
GENERAL NOTES FOR PILOT CAR OPERATIONS
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BARRICADES WITHIN THE SAME CALENDAR DAY.
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I-
REFER TO STD. 1101.11 SHEET 4 FOR
SIGN SPACING.
I- USE PILOT CARS WHEN DIRECTED BY THE ENGINEER.
cr_
2-
INSTALL LANE CLOSURES WITH THE TRAFFIC
FLOW, BEGINNING WITH DEVICES ON THE
2- IF ROADWAY WIDTH IS LESS THAN 22 FEET (EDP TO EDP CONES MAY NOT BE
REQUIRED
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6- POSITION WING BARRICADES ON THE SHOULDERS AND SLOPE THE STRIPES DOWNWARD IN THE LEGEND
UPSTREAM SIDE OF TRAFFIC.
ALONG WORK AREA AND AT THE DISCRETION OF THE ENGIAEER, CONES MAY BE
OMITTED ALONG
DIRECTION TOWARD MICH TRAFFIC MUST TURN IN DETOURING. STATIONARY SIGN
P-4
3-
REMOVE LANE CLOSURES AGAINST THE
TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE
THE WORK AREA IP USING A PILOT CAR.
SHEET 2 OF 9
1101 -03d
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1101-03
1101.03
DOWNSTREAM SIDE OF TRAFFIC.
3- CONES ARE ALWAYS REQUIRED IN THE UPSTREAM AND DOWNSTREAM TAPERS.
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PLACE CONES THRU THE WORK AREA AT
THE MAXIMUM SPACING EQUAL IN FEET TO 2 TIMES
4- MOUNT SIGN G20-4 "PILOT CAR FOLLOW ME" AT A CONSPICUOUS POSITION ON THE REAR OF
THE POSTED SPEED LIMIT.
THE PILOT VEHICLE.
FE
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EXTEND LANE CLOSURES AT THE BUFFER
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6- ADVISE RESIDENTS AND BUSINESSES WITHIN THE LANE CLOSURE LIMITS ABOUT
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SAFE EGRESS AND INGRESS FROM DRIVEWAYS DURING FLAGGING AND PILOT CAR
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7-
DRUMS OR SKINNY-DRUMS MAY BE USED
IN LIEU OF CONES. REFER TO ROADWAY STANDARD
m
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NOTE: USE SIGN R11-4 IF SHOULD ALSO BE USED AT SIDE ROADS
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BEYOND THE DETOUR POINT.
5- DO NOT DISPLAY FRACTIONS OR DECIMALS ON SIGN R11-3 "ROAD CLOSED XX MILES AHEAD'.
6- POSITION WING BARRICADES ON THE SHOULDERS AND SLOPE THE STRIPES DOWNWARD IN THE LEGEND
DIRECTION TOWARD MICH TRAFFIC MUST TURN IN DETOURING. STATIONARY SIGN
SHEET 1 OF 9
7- USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR LESS THAN ONE DAY OR FOR
40 DIRECTION OF TRAFFIC FLOW
SHEET I OF .................
SHEET 2 OF 9
1101 -03d
EMERGENCIES.
1101-03
1101.03
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9- REFER TO 2009 MUTCD, CHAPTER 6, FOR FLAGGER CONTROL, REQUIREMENTS, AND PROCEDURES.
10- DO NOT EXCEED A I MILE LANE CLOSURE LENGTH UNLESS OTHERWISE SHOWN IN THE TMP OR
AS DIRECTED BY THE ENGINEER.
,
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CONE
PORTABLE SIGN
4011 DIRECTION OF TRAFFIC FLOW
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WHICH TRAFFIC MUST TURN IN DETOURING.
5- USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR LESS THAN ONE DAY, OR F1
EMERGENCIES. IN THIS CASE, NO STOP BAR IS NECESSARY.
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LEGEND
F STATIONARY SIGN
,Am DIRECTION OF TRAFFIC FLOW
COPYRIGHT C.YY.K.D|CKGDN&CD,INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUTWRITTEN CONSENT OFW.K. DICKSON & CO., INC., IS PROHIBITED. DNLYCDP|EG FROM THE ORIGINAL DF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATUREAND SEALSHALL BE CONSIDERED TO BEVALID, TRUE COPIES.
FILE NAME:
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DOWNSTREAM TAPER ............... ............................100 FEET MAXIMUM
1- TABLE FOR "L" DISTANCE IS BASED ON CHANNELIZATION TAPER FORMULA FROM THE M.U.T.C.D.
ERE:
SPEED LIMIT FORMULA
40 MPH OR LESS LMW x S2
60
45 MPH OR GREATER LMZH W x S
L = MINIMUM TAPER LENGTH IN FEET (LONGITUDINAL DISTANCE)
WIDTH OF O(LATERAL
SPEED .,PRIOR TO WORK STARTING,
OR THE ANTICIPATED OPERATING SPEED IN MPH
APPLICATION 2- "L" DISTANCE IS FOR DEVICE AND PAVEMENT
AND TRANSITIONS. CHANNELIZING DEVICES INCLUDE DRUMS,
BARRICADES, RAISED ASPHALT ISLANDS, AND VERTICAL PANELS.
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
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CLOSURES ARE REQUIRED.
LEGEND
S-
TRAFFIC CONTROL DEVICES ARE SHOWN FOR ONE DIRECTION OF TRAFFIC APPROACHING THE ROAD
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14
PORTABLE SIGN
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1- TABLE FOR "L" DISTANCE IS BASED ON CHANNELIZATION TAPER FORMULA FROM THE M.U.T.C.D.
ERE:
SPEED LIMIT FORMULA
40 MPH OR LESS LMW x S2
60
45 MPH OR GREATER LMZH W x S
L = MINIMUM TAPER LENGTH IN FEET (LONGITUDINAL DISTANCE)
WIDTH OF O(LATERAL
SPEED .,PRIOR TO WORK STARTING,
OR THE ANTICIPATED OPERATING SPEED IN MPH
APPLICATION 2- "L" DISTANCE IS FOR DEVICE AND PAVEMENT
AND TRANSITIONS. CHANNELIZING DEVICES INCLUDE DRUMS,
BARRICADES, RAISED ASPHALT ISLANDS, AND VERTICAL PANELS.
C
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
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community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(� 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F -0374 J
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community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
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Raleigh, NC 27607
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NC. LICENSE NO. F -0374 J
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