20140653 Ver 1_More Info Received_20140630

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FAY TT V! LLEI NNCI
unainlo�l lan . MICHAEL G. LALLIER
Vice U'hairman m Www ICK SMITH
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becrlULa LYNNE, BIN:
Treasurer DARS W.,, EII'L ROGERS
if...3-eneral Mana-0--er m STEVE BLANCHARD
WATER RESOURCES.
M.J. NOLAND -W/R CHIEF OPER. OFFICER
JOSEPH E. GLASS-W/Rl ENGR. MANAGER
SHEET INDEX
SHEET NAME
SHEET NUMBER
COVER
GENERAL NOTES
Cl
OVERALL SEWER LAYOUT
C2
OVERALL SEWER LAYOUT
C3
EROSION CONTROL NOTES
C4
EROSION CONTROL PLAN
C5
EROSION CONTROL PLAN
C6
EROSION CONTROL PLAN
C7
EROSION CONTROL PLAN
C5
EROSION CONTROL PLAN
C9
SEWER CORRIDOR 1 AND 2
CIO
CHILTON DRIVE 1
C11
CHILTON DRIVE 2
C12
CHILTON DRIVE 2
C13
GRANDVIEW DRIVE 1
C14
GRANDVIEW DRIVE 1 AND 2
C15
GRANDVIEW DRIVE 2
C16
SOUTHGATE ROAD
C17
SEWER CORRIDOR 7
C18
SEWER CORRIDOR 8 AND KNOTTY OAK CT
C19
BURGENFIELD DR AND IDLEWOOD CT
C20
SEWER CORRIDOR 3 AND 6
C21
SEWER CORRIDOR 4 AND 5
C22
WORSTEAD DRIVE 1
C73
WORSTEAD DRIVE 2
C24
WORSTEAD DRIVE 2
C25
INTERBAND DRIVE
C26
KIENAST DRIVE
C27
KIZER DRIVE AND SOUTHGATE ROAD
C28
SEWER DETAILS
G1
SEWER DETAILS
G2
MISCELLANEOUS DETAILS
G3
MISCELLANEOUS DETAILS
G4
EROSION CONTROL DETAILS
G5
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GENERAL NOTES
1. ACCESS TO SITES SHALL BE BY PUBLIC RIGHT -OF -WAYS AND UTILITY EASEMENTS,
OTHER ACCESS LOCATIONS REQUIRED SHALL BE SECURED BY THE CONTRACTOR
AT NO ADDITIONAL EXPENSE TO THE OWNER. SUPPLEMENTAL EROSION CONTROL
MEASURES SHALL BE REQUIRED TO INCLUDE CONSTRUCTION ENTRANCES, SILT
FENCING, RESTORATION, ETC. ADDITIONAL MEASURES SHALL BE INCLUDED AS
PART OF A SUPPLEMENTAL EROSION CONTROL PLAN PREPARED BY THE
CONTRACTOR.
2. TME CORT,7f'tCTOR SHALL BE REQUIRED TO PROVIDE THE CONSTRUCTION STAGINV
AREA AT HIS EXPENSE.
1 THE CONTRACTOR IS EXPECTED AND REQUIRED TO COOPERATE WITH THE
PROPERTY OWNERS AFFECTED BY THE WORK. PRIVATE AGREEMENTS WITH
PROPERTY OWNERS MUST BE IN WRITING ON A FORM APPROVED BY THE ENGINEER
AND A COPY SHALL BE PROVIDED TO THE ENGINEER PRIOR TO PROCEEDING WITH
CONSTRUCTION ACTIVITIES AFFECTED BY SAID AGREEMENT, THE AGREEMENT
MUST SPECIFY THAT PWC, THE CITY AND THE ENGINEER SHALL BE HELD HARMLESS
AGAINST ALL CLAIMS ARISING FROM THE AGREEMENT. THE OWNER DISCOURAGES
PRIVATE AGREEMENTS. BEFORE FINAL ACCEPTANCE, A RELEASE FROM EACH
PROPERTY OWNER THAT THE CONTRACTOR HAS MADE AN AGREEMENT WITH SHALL
BE REQUIRED. THE PROPERTY OWNER'S RELEASE IS A CONDITION OF FINAL
ACCEPTANCE.
4. CONTRACTOR SHALL MAINTAIN A NEAT AND CLEAN JOB -SITE TO INCLUDE
STAGING /STORAGE AREAS AS FOLLOWS:
- PERFORM DUST CONTROL BY WATERING DAILY OR AS DIRECTED BY THE
ENGINEER.
- SWEEP STREETS A MINIMUM OF ONCE WEEKLY (FRIDAY) OR AS DIRECTED BY THE
ENGINEER.
- BLADE, LEVEL AND RE-COMPACT ALL EXPOSED TRENCHES WEEKLY (OR AS
DIRECTED BY THE ENGINEER) TO PRODUCE A SMOOTH "RIDE"
- PERFORM DAILY CLEAN -UP OF ALL DIRT, DEBRIS AND SCRAP MATERIALS.
- REMOVE EXCESS EQUIPMENT, MATERIALS, TOOLS, ETC. NOT NEEDED,
5. EXCESS SUITABLE SO IL EXCAVATED DUR I NG CONSTRUCTION SHALL BE STOCKPILED
FOR USE ON THE PROJECT OR DISPOSED OF OFF -SITE AS DIRECTED BY THE
ENGINEER. THE CONTRACTOR SHALL NOT BE ALLOWED TO STOCKPILE MATERIALS
OR EXCESS MATERIALS IN THE STREET RIGHT -OF -WAYS ATANY TIME. THE
CONTRACTOR SHALL PROVIDE A SUFFICIENT AND SUITABLE STOCKPILE AREA AND
LOCATION AT THE CONTRACTOR'S EXPENSE.
& CONTRACTOR SHALL PROVIDE MEASURES DURING CONSTRUCTION TO SECURE THE
SITE AND EXCAVATION FROM THE GENERAL PUBLIC AND COMPLY WITH ALL OSHA
REGULATIONS. JOB SITE SAFETY IS THE EXCLUSIVE AND SOLE RESPONSIBILITY OF
THE CONTRACTOR. OPEN EXCAVATION LEFT UNATTENDED OR OVER NIGHT IS NOT
ACCEPTABLE AND SHALL BE FILLED IMMEDIATELY.
7. CONTRACTOR SHALL REPAIR OR REPLACE DRIVES DISTURBED BY CONSTRUCTION
TO EXISTING OR BETTER CONDITIONS. NO SEPARATE PAYMENT UNLESS
OTHERWISE INDICATED.
8. CONTRACTOR SHALL PROVIDE TEMPORARY FENCING WHERE FENCES ARE
REMOVED FOR CONSTRUCTION. CONTRACTOR SHALL COORDINATE REMOVAL OF
EXISTING FENCE AND INSTALLATION OF TEMPORARY FENCE WITH PROPERTY
OWNER PRIOR TO CONSTRUCTION. REMOVAL F TEMPORARY FENCE AND
S O
INSTALLATION OF PERMANENT FENCE MUST ALSO BE COORDINATED WITH
PROPERTY OWNER. ALL REMOVAL, TEMPORARY, AND REPLACEMENT FENCING
SHALL BE CONSIDERED INCIDENTAL TO THE SEWER AND STORM INSTALLATION AND
NO SEPARATE PAYMENT SHALL BE MADE, CONTRACTOR SHALL REINSTALL ALL
SHEDS, FENCES, ETC. TO AS GOOD OR BETTER THAN EXISTING CONDITIONS UNLESS
OTHERWISE INDICATED. (NO SEPARATE PAYMENT).
9. CONTRACTOR SHALL REPLACE ALL MAILBOXES, SIGNS, ETC. THAT ARE DISTURBED
DURING CONSTRUCTION WITHIN 24 HOURS OF DISTURBANCE. PERMANENT ROAD
SIGNAGE AND PAVEMENT MARKINGS DISTURBED SHALL BE REPLACED IMMEDIATELY
AND IF NECESSARY ROADWAY SIGNS AND PAVEMENT MARKINGS SHALL BE
TEMPORARILY INSTALLED IN A LOCATION CONSISTENT WITH THE NCMUTCD TO
PROVIDE CONTINUOUS TRAFFIC AWARENESS OF ROADWAY CONDITIONS. (NO
SEPARATE PAYMENT).
10. CONTRACTOR SHALL PROVIDE SECURITY FENCING, SECURITY GUARD, AND ANY AND
ALL OTHER MEASURES CONTRACTOR DEEMS NECESSARY TO PROTECT EQUIPMENT
AND MATERIALS STORED ON THE PROJECT. (NO SEPARATE PAYMENT).
11. WHERE CONTRACTOR CEASES WORK OPERATIONS FOR A 72 HOUR PERIOD OR
LONGER, SUCH AS HOLIDAYS, ETC., THE FOLLOWING SHALL BE ACCOMPLISHED
PRIOR TO THE WORK STOPPAGE.
A. CONTRACTOR SHALL STORE ALL EQUIPMENT IN THE CONTRACTOR STAGING
AREA OR OFF SITE,
B, THE CONTRACTOR SHALL SWEEP ALL STREETS, PERFORM GENERAL CLEANUP
AND SHALL PERFORM MAINTENANCE ON ALL EXPOSED PATCHES.
12. CONTRACTOR SHALL SCHEDULE WORK AND MATERIAL DELIVERIES SO THAT
STORED MATERIAL QUANTITIES ON THE JOB SITE SHALL BE MINIMIZED.
13. CONTRACTOR SHALL STORE ALL MATERIALS IN THE CONTRACTOR STAGING AREA 72
HOURS PRIOR TO INCORPORATING INTO THE WORK TO REDUCE OBSTRUCTIONS TO
TRAFFIC AND INCONVENIENCE TO RESIDENTS, WHERE UTILITIES ARE BEING
CONSTRUCTED IN EASEMENTS OUT OF TRAFFIC AREAS CONTRACTOR MAY STORE
MATERIALS AHEAD OF CONSTRUCTION FOR A DISTANCE NOT GREATER THAN 1800
FEET UNLESS APPROVED OTHERWISE BY THE ENGINEER.
14, AT THE PROPERTY OWNER'S REQUEST, THE CONTRACTOR SHALL DIG UP EXISTING
SHRUBS AND BUSHES WITHIN UTILITY EASEMENT TO BE DISTURBED BY
CONSTRUCTION AND SET OUTSIDE THE UTILITY EASEMENT AREA IN A LOCATION
DETERMINED BY THE PROPERTY OWNER (NO SEPARATE PAYMENT). PROPERTY
OWNER WILL BE RESPONSIBLE FOR REPLANTING SHRUBS AND BUSHES SO
REMOVED, AND SHALL BE RESPONSIBLE FOR REESTABLISHING GROWTH. IF NO
REQUEST IS MADE BY THE PROPERTY OWNER, DISTURBED SHRUBS AND BUSHES
SHALL BE REMOVED AND DISPOSED OF OFF-SITE UNLESS OTHERWISE INDICATED.
15. CLEARING AND GRUBBING SHALL BE RESTRICTED TO PERMANENT EASEMENTS
ONLY. CONTRACTOR SHALL LIMIT TREEIBUSH CLEARING IN THE TEMPORARY
EASEMENTS, BETWEEN HOUSES AND ALONG PROPERTY LINES TO ONLY
ABSOLUTELY NECESSARY FOR CONSTRUCTION OR AS NOTED ON PLANS.
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THE PROPOSED WORK WILL SUBDIVISION. . IS REQUIRED DEVELOP GOOD RELATIONS
12ESIDENTS WHICH INCLUDES • s • •- REQUIREMENTS:
NO SPEEDING WITH EQUIPMENT AND /OR VEHICLES (25 MPH MAX.)
* DO NOT BLOCK DRIVEWAYS AT ANYTIME
• DO NOT USE RESIDENT'S WATER WITHOUT THEIR PERMISSION (SIGNED AGREEMENT
REQUIRED)
• ALL REQUIREMENTS FOR BACK FLOW PREVENTION BY THE PLUMBING CODE WILL
BE ADHERED TO.
• RESPOND TO RESIDENT'S COMPLAINTS WITHIN 24 HOURS
• DO NOT USE ABUSIVE LANGUAGE, PROFANITY OR CAT - CALLING
• WEAR PROPER PROTECTIVE CLOTHING (HARD HATS, PROPER SHOES, SHIRTS,ETC.)
MAINTAIN PROPER SAFETY MEASURES, PARTICULARLY ALONG OPEN TRENCHES,
PLACING CONES ON RAISED MANHOLES AND BACK FILLING OPEN TRENCHES IF
CONSTRUCTION IS STOPPED AND THE OPEN TRENCH IS NOT MANNED.
• PERSONNEL MUST WEAR CITY APPROVED SAFETY VEST AT ALL TIMES WHILE
WORKING IN THE CITY AND /OR NCDOT RIGHT -OF -WAY.
ALL TRAFFIC CONTROL FLAG PERSONS AND AT LEAST ONE PERSON ON EACH
WORK CREW MUST BE FLUENT IN THE ENGLISH LANGUAGE.
IF THE CONTRACTOR AND /OR SUBCONTRACTORS CANNOT ADEQUATELY PERFORM
AND /OR COMPLY WITH THESE REQUIREMENTS, THE INDIVIDUAL, SUBCONTRACTOR, OR
EMPLOYEES MAY BE DIRECTED TO LEAVE THE PROJECT PERMANENTLY.
INCONSIDERATE, NON - COOPERATIVE ATTITUDES AND ACTIONS WILL NOT BE
TOLERATED.
GENERAL UTILITY NOTES
1. PRIOR TO COMMENCEMENT OF ANY WORK WITHIN EASEMENTS OR RIGHTS -OF -WAYS
THE CONTRACTOR IS REQUIRED TO NOTIFY CONCERNED UTILITY COMPANIES IN
ACCORDANCE WITH GS 87 -102. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING
UTILITIES PRIOR TO BEGINNING CONSTRUCTION. NO SEPARATE PAYMENT.
EXISTING UTILITIES SHOWN ARE TAKEN FROM MAPS FURNISHED BY VARIOUS
UTILITY COMPANIES AND HAVE NOT BEEN PHYSICALLY LOCATED (i.e. TELEPHONE,
GAS, CABLE, ETC.).
2. THE CONTRACTOR SHALL DIG UP EACH UTILITY WHICH MAY CONFLICT WITH
CONSTRUCTION 14 DAYS IN ADVANCE TO VERIFY LOCATIONS (HORIZONTALLY AND
VERTICALLY) TO ALLOW THE ENGINEER AN OPPORTUNITY TO ADJUST THE DESIGN
TO AVOID CONFLICTS (NO SEPARATE PAYMENT).
3. ALL SANITARY SEWER & WATER CONSTRUCTION SHALL BE IN ACCORDANCE WITH
STANDARDS AND SPECIFICATIONS OF THE PUBLIC WORKS COMMISSION. STORM
DRAINAGE, STREET CONSTRUCTION AND PAVING SHALL BE IN ACCORDANCE WITH
THE CITY OF FAYETTEVILLE.
4. UTILITY SERVICES TO INDIVIDUAL PROPERTIES ARE NOT SHOWN IN THE PROFILES
FOR SIMPLICITY OF THE DRAWINGS, SERVICES MAY INCLUDE WATER LATERALS,
TELEPHONE, ELECTRIC, CABLE, GAS, ETC.
5. NOT ALL UTILITIES THAT RUN PARALLEL ARE SHOWN IN THE PROFILES FOR
SIMPLICITY OF THE DRAWINGS. UTILITIES THAT ARE NOT SHOWN MAY INCLUDE
TELEPHONE, ELECTRIC, CABLE, FIBER OPTIC, ETC.
& CONTRACTOR SHALL COORDINATE WITH UTILITY OWNER AND BE RESPONSIBLE FOR
TEMPORARY RELOCATION AND/OR SECURING EXISTING UTILITY POLES AND SIGNS
AND/OR UTILITIES IN ACCORDANCE WITH UTILITY OWNER REQUIREMENTS DURING
THE UTILITY MAIN INSTALLATION AND STREET CONSTRUCTION. (NO SEPARATE
PAYMENT).
7. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORTS FOR UTILITY CROSSINGS
AND REPAIR DAMAGES DUE TO CONSTRUCTION TO THE SATISFACTION OF THE
UTILITY INVOLVED AT NO ADDITIONAL EXPENSE TO THE OWNER. UNDERGROUND
ELECTRICAL CROSSINGS SHALL BE CROSSED IN ACCORDANCE WITH THE NEC AND
TECHNICAL SPECIFICATION SECTION UNDERGROUND ELECTRICAL CROSSING
REQUIREMENTS.
8. WHERE DEEMED NECESSARY BY THE ENGINEER THAT A SUBSURFACE DRAINAGE
SYSTEM IS REQUIRED, THE CONTRACTOR SHALL PROVIDE ALL MATERIALS, TOOLS,
LAB OR EQUIPMENT TIE-IN'S TO EXISTING D RA IN AG E STRUCTURES AND ALL OTHER
INCIDENTALS NECESSARY TO PROVIDE COMPLETE INSTALLATION IN ACCORDANCE
WITH CITY OF FAYETTEVILLE STANDARDS. IMPROPERLY INSTALLED AND
NON - FUNCTIONING DRAINAGE SHALL BE REMOVED AND REPLACED AT THE
CONTRACTOR'S EXPENSE. EXISTING FRENCH DRAINAGE DAMAGED DURING
CONSTRUCTION SHALL BE REPLACED AND OR REPAIRED AT NO ADDITIONAL
EXPENSE TO THE OWNER.
9. STORM DRAINAGE REPAIRS BY CONTRACTOR DUE TO CONSTRUCTION DAMAGE AND
JOINTS EXPOSED DURING CONSTRUCTION SHALL BE INSPECTED BY THE OWNER
PRIOR TO SACKFILLING.
10. CONTRACTOR SHALL INFORM EXISTING UTILITY OWNERS OF CONSTRUCTION
SCHEDULE, SO THEY CAN BE ON CALL FOR ANY REPAIRS AND TO HELP PREVENT
CONFLICTS.
p mef_ 's "mat :Ism-.ZiIgILN PmILI I%
CHRIS HADDOCK - 910 - 433 -1662
CHADDOCK @CI. FAY.NC.US
PUBLIC WORKS COMMISSION (ELECTRIC}
JASON SUGGS, ELECTRIC CONSTRUCTION
POWERLINE FIELD SUPERVISOR
910- 263 -4959
PIEDMONT NATURAL GAS
MICHAEL SEALEY - 910- 309 -5898
MICHAEL -SEALY @PIEDMONTNG.COM
TIME WARNER CABLE
TONY MLYNSKI - 910 - 303 -2266
STAN L EY. M LYN S KI @T W CAB L E. C OM
1. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLANS FOR WORK ZONE TRAFFIC
CONTROL TO CITY TRAFFIC SERVICES DEPARTMENT (910 -433 -1660) FOR CITY
STREETS AND TO MR. GARY BURTON (910 -486 -1496) FOR NCDOT STREETS.
CONTRACTOR SHALL NOT PLACE ANY TRAFFIC CONTROL DEVICES WITHOUT HAVING
APPROVAL FROM APPLICABLE TRANSPORTATION DEPARTMENT EITHER NCDOT OR
THE CITY OF FAYETTEVILLE.
2. CONTRACTOR SHALL INSURE ACCESS TO ALL PROPERTIES BY PROPERTY OWNERS
AT ALL TIMES.
3, CONTRACTOR SHALL NOTIFY CITY ENGINEERING OFFICE ONE WEEK IN ADVANCE OF
ANY ROAD CLOSINGS AND COORDINATE ALL ROAD CLOSINGS /UTILITY
INTERRUPTIONS WITH PROPERTY OWNERS AFFECTED 48 HOURS PRIOR TO
CLOSING /INTERRUPTING SERVICES.
4. MINIMUM ONE WAY TRAFFIC SHALL BE MAINTAINED AT ALL TIMES UNLESS ROAD
CLOSURE IS APPROVED BY CITY OF FAYETTEVILLE TRAFFIC SERVICES DEPARTMENT
IN WRITING, 5 DAYS IN ADVANCE OF ROAD CLOSURE. AN APPROVED DETOUR PLAN
PREPARED BY THE CONTRACTOR SHALL BE REQUIRED AND THE MEASURES
INSTALLED PRIOR TO CLOSURE.
5. CONTRACTOR SHALL COORDINATE /NOTIFY TRAFFIC SERVICES DAILY (BEFORE 4 :00
P.M.) AS TO WHICH STREETS WILL BE UNDER CONSTRUCTION IMPEDING TRAFFIC
FLOW THE FOLLOWING DAY.
6. THE CONTRACTOR SHALL NOT IMPEDE TRAFFIC AT ANYTIME UNTIL THE APPROVED
TRAFFIC CONTROL DEVICES ARE IN PLACE,
T ALL TRAFFIC CONTROL MEASURES, DEVICES, INSTALLATION, METHODS,
SEQUENCING AND PLANS SHALL BE IN STRICT ACCORDANCE WITH MANUAL OF
UNIFORM TRAFFIC CONTROL DEVICES AND SUPPLEMENTS SUCH AS NCDOT AND /OR
CITY OF FAYETTEVILLE TRAFFIC SERVICES.
• ' Lei 2 _ , •
1. THE NOTES CONTAINED HEREIN ARE INTENDED TO SUPPLEMENT THE TECHNICAL
SPECIFICATIONS AND PROVIDE EASY REFERENCE FOR THE CONTRACTOR. IN NO
CASE SHALL THESE NOTES VOID ANY PART, SECTION OR REQUIREMENT OUTLINED
IN THE TECHNICAL SPECIFICATIONS CONTAINED IN THE CONTRACT DOCUMENTS, IF
CONFLICTS OCCUR BETWEEN THE TECHNICAL SPECIFICATIONS AND THE NOTES
CONTAINED HEREIN, THE TECHNICAL SPECIFICATIONS SHALL SUPERSEDE.
2. PHOTOGRAPHS CONTAINED IN DRAWINGS ARE FOR INFORMATION PURPOSES ONLY
AND THE CONTRACTOR SHALL NOT RELY ON THE LIMITED NUMBER OF
PHOTOGRAPHS AS BEING REPRESENTATIVE OF ACTUAL SITE CONDITIONS.
CONTRACTOR IS CHARGED WITH PERFORMING SITE INVESTIGATIONS TO ASCERTAIN
EXISTING SITE CONDITIONS.
1. CONTRACTOR TO NOTIFY, MR. BILL HAMMOND, COUNTY MAINTENANCE ENGINEER,
(910) 486 -1421, A MINIMUM OF THREE (3) DAYS BEFORE CONSTRUCTION IS TO BEGIN.
PROPOSED CURS ELEVATION
1. THE CONTRACTOR SHALL SET AND ADJUST PROPOSED CURB ELEVATIONS AS
NECESSARY TO ENSURE PROPER LONGITUDINAL GRADE FOR DRAINAGE. THE
CONTRACTOR SHALL RETAIN EXISTING PAVEMENT, UNLESS OTHERWISE NOTED.
A
1. THE CONTRACTOR SHALL SAW CUT EXISTING ASPHALT AND/OR CONCRETE
SURFACES PRIOR TO REMOVAL UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
SAW CUT WIDTH SHALL. BE 1 FOOT MINIMUM FROM THE EXISTING EDGE OF
PAVEMENT. SAW CUT PAVEMENT SHALL BE REPLACED AS WELL AS ADDITIONAL
PAVEMENT REQUIRED TO TIE -IN TO FACE OF PROPOSED CURB AND GUTTER.
TEST FOR DENSITY OF COMPACTION ARE MADE AT THE SOLE DIRECTION OF THE
PROJECT ENGINEER OR PROJECT COORDINATOR. ALL DEFICIENCIES SHALL BE
CORRECTED BY THE CONTRACTOR WITHOUT ADDITIONAL COST TO THE OWNER. THE
FOLOWING OUTLINES THE REQUIREMENTS FOR COMPACTION TESTING.
"�A►ITf4.ilril -Ilig
FOR EVERY SECTION OF SEWER MAIN LINE LESS THAN 250 FEET BETWEEN MANHOLES,
ONE (1) TEST SERIES EACH SHALL BE COMPLETED AT THE 95% AND 98% COMPACTION
ZONES (FOR A TOTAL OF TWO TESTS). FOR SECTIONS OF SEWER GREATER THAN 250
FEET BETWEEN MANHOLES, TWO (2) TEST SERIES SHALL BE COMPLETED AT THE 95%
AND 98% COMPACTION ZONES (FOR A TOTAL OF FOUR TESTS). ADDITIONALLY, FOR THE
SUBGRADE, ONE (1) TEST SHALL BE TAKEN ON EACH STREET OR EVERY 1,000 FEET
WHICHEVER IS SHORTER).
IF A COMPACTION TEST FAILS, THE CONTRACTOR, AT HIS OPTION AND COST, CAN
PERFORM TWO (2) ADDITIONAL TESTS FIFTEEN (15) FEET ON EITHER SIDE OF THE FAILING
TEST. IF THOSE TWO TESTS PASS, THE CONTRACTOR IS REQUIRED TO RE- EXCAVATE
EC ION BETWEEN T T. E 1 OF E
AND RE COMPACT THAT S T EEN HE PASSING TESTS. IF ON (} H
TESTS FAILS, THE CONTRACTOR SHALL RE- EXCAVATE AND RE- COMPACT FROM THE
PASSING TEST TO THE NEXT MANHOLE. IF BOTH TESTS FAIL, THE PROJECT
COORDINATOR HAS THE SOLE OPTION TO REQUIRE AN ADDITIONAL COMPACTION TEST
DEEPER WITHIN THE ZONE (I.E., 95% COMPACTION). THIS ADDITIONAL TEST SHALL BE
DONE AT THE OWNERS COST. SHOULD THIS ADDITIONAL TEST FAIL, THE CONTRACTOR
SHALL RE- EXCAVATE AND RE- COMPACT THE ENTIRE SECTION AT THETEST ELEVATION,
FROM MANHOLE TO MANHOLE. ANY SECTION RE- EXCAVATED AND RE- COMPACTED SHALL
BE RE- TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. EACH RETEST (BRACKET
OR OTHERWISE) WILL BE AT NO COST TO THE OWNER. CONTRACTOR WILL ONLY RECEIVE
PAYMENT FOR MAINLINE PIPE IF IT HAS PASSED COMPACTION TESTING REQUIREMENTS.
FOR EVERY LATERAL INSTALLED ON THE PROJECT THE PROJECT COORDINATOR SHALL
REQUEST, AT A MINIMUM, ONE (1) OUT OF EVERY THREE (3) LATERALS BE TESTED. IT IS
THE PROJECT COORDINATOR'S SOLE OPTION IN DETERMINING THE LOCATION AND
NUMBER OF LATERALS TO BE TESTED. IF A COMPACTION TEST FAILS, THE CONTRACTOR
MUST RE- EXCAVATE AND RE- COMPACT THE FAILING LOCATION AND THE OTHER TWO (2)
LATERALS IN THE GROUP. EACH RETEST WILL BE AT NO COST TO THE OWNER. THE
CONTRACTOR SHALL ONLY RECEIVE PAYMENT FOR LATERALS THAT PASS COMPACTION
TESTING REQUIREMENTS.
FOR TESTING OF WATER MAIN TRENCH BACKFILL, ONE (1) TEST SERIES EACH SHALL BE
COMPLETED AT THE 95% AND 98% COMPACTION ZONES (FOR A TOTAL OF TWO TESTS)
PER STREET /EASEMENTS AREA OR EVERY 250 FEET WHICHEVER IS SHORTER. TO TEST
THE SUB -GRADE ONE (1) TEST SHALL BE TAKEN ON EACH STREETIEASEMENT AREA OR
EVERY 1,000 FEET WHICHEVER IS SHORTER.
IF A COMPACTION TEST FAILS, THE CONTRACTOR, AT HIS OPTION AND COST, CAN
PERFORM TWO (2) ADDITIONAL TESTS FIFTEEN (15) FEET ON EITHER SIDE OF THE FAILING
TEST, IF THOSE TWO TESTS PASS, THE CONTRACTOR IS REQUIRED TO RE- EXCAVATE
T . I 1 F THE
AND RE COMPACT THAT SECTION BETWEEN THE PASSING ESTS F ONE O
TESTS FAILS, THE CONTRACTOR SHALL RE- EXCAVATE AND RE- COMPACT FROM THE
PASSING TEST TO 125 FEET EITHER SIDE OF THE ORIGINAL FAILING TEST. IF BOTH TESTS
FAIL, THE CONTRACTOR SHALL RE- EXCAVATE AND RE- COMPACT 125 FEET OF EITHER
SIDE FROM THE INITIAL TEST, FOR A TOTAL OF 250 FEET. ANY SECTION RE- EXCAVATED
AND RE- COMPACTED SHALL BE RE- TESTED IN ACCORDANCE WITH THESE
SPECIFICATIONS. EACH RETEST (BRACKET OR OTHERWISE) WILL BE AT NO COST TO THE
OWNER, CONTRACTOR WILL ONLY RECEIVE PAYMENT FOR MAINLINE PIPE IF IT HAS
PASSED COMPACTION TESTING REQUIREMENTS.
FOR EVERY LATERAL INSTALLED ON THE PROJECT THE PROJECT COORDINATOR SHALL
REQUEST, AT MINIMUM, ONE (1) OUT OF EVERY THREE (3) LATERALS BE TESTED. IT IS
THE PROJECT COORDINATOR'S SOLE OPTION IN DETERMINING THE LOCATION AND
NUMBER OF LATERALS TO BE TESTED. IF A COMPACTION TEST FAILS, THE CONTRACTOR
MUST RE- EXCAVATE AND RE- COMPACT THE FAILING LOCATION AND THE OTHER TWO (2)
LATERALS IN THE GROUP. EACH RETEST WILL BE AT NO COST TO THE OWNER. THE
CONTRACTOR SHALL ONLY RECEIVE PAYMENT FOR LATERALS THAT PASS COMPACTION
TESTING REQUIREMENTS.
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4t ON DR 4
t
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TUCKER MICHELLE STA 1 +GB
007409 SOUTHGATE RD
9497-30.'W- LT RIM: 2.00
+
STEPHENS,UTE
041142 CHILTON
$M97-304519-
STA 1+34
RIM, 229.92
ST A
SOUTH 4TE ROAD INV = 223.92
REM: � 21+281
MH 63
INV = 223.98
-:I+- I A ly
RIM-229' 06 007413 DUNA E. �
INV 14:22131 �SOUTHGATE RD 001114 CHILTON OR -0 cli
INV OUT:222.31 9497-30-4438-
WELL LOT
MH
ST 54 A15+65
z MM:226.3T
A
I- , �ps
'Q ai
-cO INV I4;220.30 0
INV IN:218 13
0A1 INV OUT.216.72
< PROP, 60 LF OF 8"
m PVC a 0.50% mr
HIGGIVI STA 0+60
007410 SOUTHGATE RD 46,00
9497-30.-1354- INV =220.00
X LLSTA. 15+09
V_ RIM: 226.55 v4 PROP, 149 LF OF 8"
CLASS R0 0 Q.50%.1
INV w 220.55 SHEETC17F
m % OR
N
;u PROP. III LF OF it MH 64
N PLAN & PR I
CJ
PVC @ 0.50% -4, STA:0+60 -1 � 1+00-7--t- �;a,
RIM;224.62
STA 14+31 MH 63 INV IN:219.43 STA 1+32
• < RIM: 224 70 INV OUT:218.43 RIM: 224.69
M �1 � STA:I 4+54 1
INV =218*70 INV 219.69 j
RIM.22
.0 1 1 1 '. 9
KROLL, MATTHEW Q INV N-21'6.16
0012D2WORSTEADUR I MH 23
; INV OUT.216 06
9497- 34f-Y2 'i- V. STA:1+4
ST 13+71
MW 223.73 A, RIM:2
STA. 14+14
Z407
RIM: 222.97 INV OUT:2.
INV =217.73 INV =216.97 COOPERLARRYE STA. 16+81
WIFE ARMS PEARCE, ALBERT D RIM: 225,45
017411 SOUTHGATE R11�0111202 CHILTON DR INV 219,45
LL OLL 9407-3D-3267- 9497�-3
RODGERS 1OTr.j 0
1 1� ZE
001206 WORSTEAD DR GOONEY, BETTY
0 ST, ANN MALLOY
sw,40-1171. STA. I
PJ14: 001206 CHILTON OR
223t!13 I_,
-0 INV =217.43 W7-30_5210.
LOVE, STEVEN N w
&WIFESYLVIAJ 0-1 ROBERTS, GERALD'
001208 WORSTEAD DR & WIFE
001207 WORSTEAD DR
STA 12+67 - r 9497-30-31M mm�
RIM: 22193 JONEtk�__P_ATRICII STA. 16+02
220.11
INV = 217,93
00211 WORSTEAD DR RIM: 226,11
- -_
STA. 12+53 STA. 12+62 INV
RIM: 224.38 RIM: 224.83
INV =218.38 INV = 216.33
NEWSOME, DOROTHY M
OR DINKINS, SANDRA Ij
0.}1210 CHILTON
94
OD1212 WORSTEAP
STA 11+75 uj RIM: 227.23 OYLER, N ICOLE L
INV = 222.23 fk M.MWAANO
RIM: 226.84 001214 CHILTON OR
AREA 16 BOUNDARY INIV = 220.84
_1 9497--D-6064..
ANY PROPERTY OUTSIDE �n
BOUNDARY ARE NOT At". � STA. 14+59
w
SERNIECE 8 L
001216 WORSTFAD DR RIM: 223.81
SERVED BY THIS PROJECT 9496-39-2944- 1 - I L ROBINSON, SEELIE ANN INV 217.81
MH 52 P01215 WORSTEAD DR
STA:10+84 SW-3&4D30- J__
RIM:22,5.22 Hgkt,_6EA F M VANSISE, JAMES T
ON219 WORSTEAD OR 001218CHIL
INV IN;214�21 949&39-4952- 9495-3941
TON DR
INV OUT 213.21.
,
ST 0+33
; I STA 10+4 STA 13+69
RIM: 223.77 1 RIM: 2=24. RIM: 22129 1
N,INV = 217.77 INV = 219. INV = 21&29
M
ELVI BETTY L
,mow 1
I & HUSBAND
GM220 WORSTEAD DR ­MA W%4S, FfiED D' r STA. 13+45
_14967A9­2666­ &WIFE RIM: 22137
17�001223WORSTEADDR NV = 21537
00 9490-44875 I \ I
1224 WORSTEAD OR �
949Fr392788- STA. 9+53 4-ff3-q
I STk 12+71
ST 9+40 RIM: 220.96 TABS, ZOLUE L RIM- 22165
RIM: 220.65 INV =213.96 W1222 CHILTON DRI�" 16.56
INV = 214.65 INV =2
RABTREr. oEoRc;E7M-
A:C-29
STA. 9+27 STA.9+32 I, & WIFE KARE
001226 CALTON DR
RIM 28 RIM: 220.68 Ko"1-
INV = 214.28 INV = 213.68
ANNE GRIFFITH
rn CLEARY CANADY, JOHN L
001228 WORSTEAD OR -1 d L & BRIAN
001227 WORSTF-AD DR
Cl)
6R.2, ,Y1MbND'& FRANKIE DUNN, MAVIS S & HUSBAND
0: OD6706 INTERRAN DR ON702;NTEPOM OR
9496�39�5627­ 9496,19-6751�
swoolu- VFLAZOUEZ JOSE IFE
006712 INTER OR
CAMPBELL, RICHARD I WIFE r
In F 940IB-39-3 , io
INTERBAND DRIVE 001237VJENAST 9496-39-25W DR STA 8+161 r, MH 51
MW 219.5wD
INV = 213.50 W6 STA:7-13, STA, 1+30 STA. 2+07
STA.2+32
RIM: 225-25
STA. :
1+27 NV IN:203.83 INV 21925
L L RIM:220.38 RIM- 22,2 57
RIM: 217.30 RIM: 276.02 NVIN:209.94
INV = 217.34 ':NVIN:210.59
SEE SHEET C26 FOR INV = 212.02
NV OUT203.73 41
MH 55
STk3+39
R '216 5
RIM: 218 2
INV IN:20563 I 3+00
PLAN & PROFILE
PROP. , 339 LF OF 8'9
PVC @ oz00%
0-7
PROP. 207 LF OF 8'
PVC @ 3.7 41%
AREA 16 BOUNDARY
ANY PROPERTY OUTSIDE
BOUNDARY ARE NOT
SERVED BY THIS PROJECT
-OEM -40mr- =MIN- mmmt- mmw-
MH 12 LEA&COURTNEYT JAMES WILLIE
001420GRAMVIEWOR
001
STA:21 06 711ILTIN.R
RIM:230.97 9497-A"7D3- 9497-30-7776- 001421 GRANDVIEW DR
INV IN:225A3
NV OUT:221.43
STA, 21+01
RIM: 231,02
INV =226,02 _° STa 13 +59
STA. I3+5SS
.r
RIM: 229.81 INV* 2 =22 3.85 MH 22
M.
INV 22181 STA:13+16
MMORRISC LINDA!
CR�
001111 1 TON DR RIM:229.80
INV IN:22Z92
CH
9497 3(0-66t4- NV N:222.92
STA. 201+13 GI=, RONALD E WIFE RIM: 228.92 GRANDVIEW DR INV I4:222.92
INV = 223,92 9 0491-30-7056- ewiNVOUT:221.92
STA, 13+32 1
RIM: 229.80
MATHFRLY, TV `RW i;ET
I &4INy_=223.80
GHILFON BURNS, G
9497-3"W2- m=, - _
9 007429
MH 11 SOUTHGATE RD-]
STA:18+26 97-30-76 4.
RIM:225.91
-INV �N;218.30 GRANT, MARTHA ROSTON
INV N;217 61 OD1424 GRANDVIEW OR
INV IN:218.45 STA, 2+10 9487.30 85t5
INV OUT:717.51 RIM: 22fL23
STA. 0+80 INV = 222-23 STA 2+65
4 RIM: 228;46
RIM: 227.11 R
4V = 221.11 SEE SHEET C17 FOR IN;V= 222.46
P PROFILE
PROP. 262 LF OF 8!1
I PVC @ tom J
V
M,
F-1
L
Jf =-
STA. 1+02
STN,2+62 229
[
RIM: 227.09 RIM.228.03 STA. 2+62
S;TA. 1 ­9 INV 14;221.98 R
i INV 222,C It= 228-66
19 INV IN:n3.19 I 4V = 223.66
RIM: 227.531L
INV = 222.53 M OUT.221.08
GARRY J
r
RP KRAMER, LARRY6 I .1.2GRANDMEWDR
a, WIFE FUSAF 9497 -30 836$ -
061203 CHILTON OR
�.30�6311 LEWIS, GLENN 1, WIFE j '6 • 01 007430 u- _j if. C;
57, �_j _P wzOv
SOUTHGATE 0
$TA. w+i
0,
RIM; 225.82 0­8
INV 220V w .6'r
MCNEIL, FLETCHER J & WIFE xz
OD15N GRANDVIEW DR O!s(L
III CL
W
CL 41
KENG, CORA S STA. 9+12
;o ou w 001207CHE DR
u- RIM: 229.94
IL Im L ------- j INV 224.94
Lu Ca HAVES, D" & rr
;> 001506 GRANDVIEW OR
a, 9401-30-8280- 1 ULI
LU STA. 8+82 >1
a. 0 LEDESMA4 ARTHUR L RIM: 229.72 -0�
STA. 15+09 & WIFE SON Y
RIM: 223.37 001211 CHILTON DR INV = 223.729
r97-30,�I ­ A ULI
�
INV = 216.37 t, STk 8+11 -5;
MH 10 RIM: 230:08---0
INV =224.58 Z -g
STA:14+59 <I-
R11*222.37
:N V IN213.91 G C M
SEECHUM, DENISE A FE HE r
NV K21T., 001215 CHILTON DR 001608 GRANOVIEW DR
INV OUT :213.861 9497 39 7077 9497 31191 t1- L
STA.14+26
RIM: 22104 STA. 7-23
INV = 4
217 -0 RIM: 231.30
STA 14+05 _ _- INV 225.30
.
RIM: 221.92 ELLINGTON, TIMOTHY K
INV =216.92 &WIFE
I "-"v IEW DR
li�� ERTD 0D1fi1,oGR3AN2V3.,
& WIFE VICKIE
STA 13+28 001219 CHILTON OR
RIM: 222.50 948939.7999 �
INV = 217.50 Vj�,_QUITA R, ry
ita WOOD= 1.
10L
WRIGILARRY . , WIFE' .",Z6RA OR
OOIM CHILTON OR STA. 5+85 1 RIM: 229.32-�_
STA, 12+, INV = 224,32
0
CL RIM:22411 711'
it INV = 21921 - - STA. 5+12
CL
RIM: 227.62
INV m 222.62
MEEKS, VONDA
001227 CHILTON DR
9.496.4 COOPER, SONYA D
001514 GRANDN RR
STA. 11+45 HALL, TERRESA ANTONNIK)
RIM: 227.81 001616GPANDVIEWDR
INV w 222.81 949649D800-
KELLY STA. 4+10
1111" 0=131 = DR
RIM: 224.32
MH9 9496-39.87-51 444 INV =219.32
STA10+49 IS L-1-
RIM227,85 MH 19
STX,3+59
INV OUT:21 RIM;222.51
INVIN:211.81
F!" 09.
F_ INV IN:2 19 A
KEMP, SHAWN J INV OUT:209.09J
-m- &WIFE sRrrTNEY
061235 CHILTON OR VLAHM, JOHNS
& V41FE CRISTINA
001518 GRANDVIEW DR j
STk 10+16 049"M STA. 3.29
SS EE SHEET C26 FOR
to 0, -1. 0-l"'t- -­ RIM: 227.54 RIM: 222,49 d PLAN T 2+ a
INV 222.54 f INV 217.49
STA. 1 +1 C) s A- MH 56 RIM: 225.74
"NV ��' � 4, It
RIM: 21 . � �,11 r� \, OLINIER, MATTHEW S
8.87 144- INV, _= 220.74 RAYM
STA:21551/1 L, Ek D YLE &WIPE
+07 Z=� I
- -r 1111 "., ­­ '6 IA. 3+tK 001307 WENAST DR .gjp� . I INV OUT.201.93 SANDERS. DARRELL:::,,= r INV OUT:200.17
YEE, DI CO B&WIFF
EWEY G & INV z 217.92 PROP 146 LF OV
RIM: 222.74 STA. 3+41 OF ENCASEMENT GRANDVIEW DR
d, 1 .51 001314C PROP. 153 LF Of -- -0
WIFE YVONNE R > STA. 1+07 INV 216.74 MM: 213.51 -k &_1�JACK",.___w ALTON DR STA. 6+78 wj PROP. 1- - V. -1
f C7 STA. 3+61 0013 1 WORSTEAD 9496- -TZ79� S"f 0
Z:� - f - 949"-3"24 I�W i z
00SW5 KIZER DR 1 39 24- STEEL ENCASEMENT ED tsy - r5o
94915 29­7092 RIM' 223 51 INV =205,51 � U- iIi, RIM: 211.63 - _F ul- INSTALL
'1p INV =21&51 �0:�ky�" NEP$TAD, MICHAEL 4 1 i , vvf rmvl- 214.23
001318WORSTEADOR RIM:212.95 a- RjD1 INSTALLED Y BORE
AND JACK METHOD
9496 39 INV = M95 AND JAC'K ME 1 A, 1+93 PERRY, A I E�_ c BORE STA. 4+ -3 MH 48 �HOD Vo INV = 208.23 sfike6W&
STP.2+62 STA� 2+88 FARMER, THOMAS H PROP. 13 LF ro��, WIFIE IMaDA S
tIM: 222.20 STA. 6+04
4oz OF RIM: 213.68 0016M STA. 1+21 M609 X98 491332 T w3 INV 21fL20 RIM:212.08 Rik 209.07
1111317 UNIL I UN UK -20968
RIM: 211.64 INV 203.07 RJD 0. % i1mv
°o gv 1y 21.82 IZ9 - - �15 16 GRANDVIEW OR
N\ "R, " INV N:201.04 STA. INV - 206 16 --AW �M96,49-3342- 0
21 -HITON DR '21456 rmum 400 LF OF 8"
.1.1 INV OUT-200 AA 1� 13 WORSTEAD DR 8CI :21 1 PROP. 17 LF OF <
PVC a 0.5a%
AV w ZUB.bU
INV IN: RIM
>; INV IN:213.76 \ t rn
,t `ITfi INV IN'ZUI Zf 26i6T, -
INV = 11" - T I
RILEY, EUGENE W&WIFE
f3 s IRIM 2
8 33
STA. 2+62 RJDIP @ 0.50
NE%
INV IN:214.89 STA. 1+90 RIM: 211.59 WIFE ---- -- ------ ------ 4 CROZiZES WILLIAMS, REGINALDO E'J ST�A� 1+54
F OF 5' AR 001322 CHILT
NEW BETHEL AME ZION CHURCH NV CUT:208.39 w "I '__1 r dows GRANDVIEW DR RIM: 215,41
PROP. 174 L" OR 54 0owl CALTON OR
RIM: 215.46 INV = 201.69 HAYES 949649-MIO- 94 9.1
%h�\IW =209.40 STA 1+95 STA, 5+20 INV =208.41
PVC @ 1.50% R 'P -1-1 STA 5+25
000wo KIEN 'S A Qn"
"XI
JUNIUS B
"96-28,6868- STA 6 +51 •M 6+G3 RIM: 213�20 BELTRAN A14DREWC NIA RIM: 207.65 RIM: 208,59 :21 sANONAf, REYNALDA & HUSBAND
RIM* 221,36 RIM: 220�55 A ALINA 001315 W6R 1111 rll-71,12- L_ 001611 GRANDVIEW OR
001323 KIENAST I INV 205.20 INV = 199.66 INV 203.59
NV � 211.11 sTr
INV = 2114.55 \ �R
114.1914- oil = 210 9496-49-325�44-
MW M� M M ma m m m m
m SWIM m m R_ m
RUtZ, C T OR 1 31
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MATCH LINE
SEE SHEET C3
PROPERTY LINE
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PROP. SS MAIN
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TEMP. EASEMENT
=-IIIX
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0 11,
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LAY OUT
GRAPHIC SCALE
100 0 50 100 200
(IN FEET)
1 inch = 1 ©Q ft.
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20130147.00.R

STA 7 +29 "
STA 6+80
RIM. 223.3-5
RIM: 220,99
7 mwvmm
MILLS t.S 7�3
INV 217 5 INV 213.99
TOM - - 01 MH 59
STA 8+39 - kV- i STA:7+07
RIM: 230.60 RIM.22169 -0 -Ae'l,
INV = 224z0 INV IN:214.03
PROP. 210 LF OF 8" , sS,
"p
PVC @ 1505A STA. 7+46
-q%* I RIM:222.03
MH 60 INV =217l03
STA:9+17 STA. a+18
RIM:233.70 RIM: 225.77
INV IN227.63 STA. 8+43 INV =220.77
INV IW224.157 RIM: 22T00
INV OUT*221.38 \ \ , x
S ST�k 9+37 INV = 221.80 ov 14nw
K�
k 9+3"
RIM.: 234,12
t STA. 9+17
INV 228.12 1��_ ��i_*All
AREA 16 BOUNDARY
ANY PROPERTY OUTSIDE
BOUNDARY ARE NOT
SERVED BY THIS PROJECT
INV INA
INV OUT:1
KENNEDY, DENNI
007196 RAEFORE
949D-27-8791-
RIM. 402,93
INV = 224.93
& "
STA. 4+06
RIM: 1$5.01
Vopl%. INV =192.00
vle c" nr+ m a n "rum
W6833 NETHERDALE OR
t` 9x96.32-1957 -
QUINTANILLA, FIDEL A
000000NETHERDALEDR
9496-37-1746-
rMENSAK, GODFRED 0 & WIFE
OOOOOD NETHEROALE OR
9496.37 -2813
WC
0061
wo",<,
STA. 2+72
4,
RIM: 210.,99
V INV = 202.99
WSTK 3+29
V el
�
p F
p Kim: ZI 1.4 2
INV =203A
STX 4+10
RIM: 21zlo
INV =204.10
124
:=874 , <
7
AW.34 i
:211.54
JT:198 STACEY, JIM& IMELOAS \CUMBERLAI
001319 WORSTEAD DR COUNTY
'0 fi,Ir,tlZ 9496-3&19G
0, NIA
STA. 0+41
I" 1 `10
RIM: 206.30
INV -- 200 95
4
>w
'.
MATHEWS,WILUAM E &WIFE
MATCH LINE
r- OWS34 NETTIrROALE OR
d
M I z
1 9496-38-3074-
SEE SHEET C2
STA. 1+00
M.
INV = 210.45
PROP, 262 LF OF 6"
Pvc, @ 0,50%
001331 WORSTEAD DR
YOUNG, PHILIP H JR & 04FE
14963149146-
CUMBERLAND STA. 4+90
COUNTY RIM: 207,55
NIA KINGMODEL
INV = 200,65
OM12NMERDALEOR
SKIPPER, HOWARD EVAN$ JR & WIF
INVOLIT197.60
006816 NETHFROALE OR
CA
9496-37-3899-
C>
C>
NETHERDALE DRIVE
F
INV
(PRIVATE)
124
:=874 , <
7
AW.34 i
:211.54
JT:198 STACEY, JIM& IMELOAS \CUMBERLAI
001319 WORSTEAD DR COUNTY
'0 fi,Ir,tlZ 9496-3&19G
0, NIA
STA. 0+41
I" 1 `10
RIM: 206.30
INV -- 200 95
4
>w
'.
E,
M CD
MATCH LINE
+
d
M I z
STNA+65
SEE SHEET C2
STA. 1+00
M.
INV = 210.45
PROP, 262 LF OF 6"
Pvc, @ 0,50%
001331 WORSTEAD DR
m
14963149146-
CUMBERLAND STA. 4+90
COUNTY RIM: 207,55
NIA KINGMODEL
INV = 200,65
Stt::�iht:tf U;44 FUK
C>
INVOLIT197.60
949&39-7032- HOMES INC -A
124
:=874 , <
7
AW.34 i
:211.54
JT:198 STACEY, JIM& IMELOAS \CUMBERLAI
001319 WORSTEAD DR COUNTY
'0 fi,Ir,tlZ 9496-3&19G
0, NIA
STA. 0+41
I" 1 `10
RIM: 206.30
INV -- 200 95
NEW LIFE COMMUNITY CHURCH OF
001774KATONAH DR
9496- 86f398-
EXISTING SEWER
SERVICE ALREADY
PROVIDED
AREA 16 BOUNDARY
ANY PROPERTY OUTSIDE
BOUNDARY ARE NOT
SERVED BY THIS PROJECT
BILLER, RORLAN 8 & WIFE FRANGAKIII
006811 NETHERDALE OR 000000 HETH
848647 T796- 949 &37
AMR_
S OR
_fHARPr, BILLY G JR & NIFE )EJESUS.RENATAI
I " &,USBAND
006515 NETHERDALE OR 006813 NETHERDALE DR
9496-374670- 9496-37-6701-
STA, 4+07
RIM: 20$.60,
INV = 200,60
LEARY, DANIEL P
& WIFE MILDRED
001330 CHILTON OR
949838-8977-
I
L
WORTH,JOSHUAT
)01386 CHILTON DR
9496417-1884-
W�w
7
FLORAI . HELEN FAIRCLOTH
STA, 4+85 001325 "HILTON pRopERTIESNC STA. 2+56
RIM: 20912 94 TW- 1001610 GRANDVIEW ORl• HJM:216-62
INV = 204.12 949SAh1tT,7
-INV = 211.62
4
azzzlu.
msµµµ WA612 GRANDVIEW DR
9496-49-1190,
STA. 4+12
-RIM: 210.54 DAVIS, ALEX JR &WIFE L
INV u205.54. 001329 CHILTON DR STA. 3+31 >
J_==v
W&494064- RIM: 218.50
INV = 213.50
STA. 3+36
r RIM: 211.69. law u BORTH, STEPHEN L & WIFE
04
MI-18 001614GRAN984D-2a DN
STA-2+65
RIM:210.64 WILS4LEVERNE STA, 3+95
,,,,:NVIN:203.13 g()013336HILTONDR RIM: 220A5
NVIN:196.10 INV - 21 5,1 5
INV IN:207.07
INV OUTA96.00
�7 MATYGA JOSEPH O&WIFE
GRANDVIEW ,
W- - STA. 2+ 001616 45 9496-48-2936- DR
RIM* 212.61
INV= 207,67 STA. 4+81
JACOBS, D 8 & V*9 ERNre1NE M RIM: 220.91
yt 311337 CHILTON DR INV = 215.91
STA ' 1+66
MILES, PATRICIA 0 LL
RIM: 214.06 - 001618 GRANDVIEW DR 00
INV = 209.06 9498 x6 2866 LL in
LUAMS,T4
001341 CHILTON DR DR--I _1k
1 9486.4 &1839 -g 949•48-2881-
STA. 0+77 STA, 5+92
RIM:
INV = 2 210.63 m :
15.63
RIM: 221.16
STEWART, CRYSI`AL-
INV = 21616
I 001345 "HILTON DR
MH2 949"4-1752- STA, 6+91
ST RIM: 220 9`1
, INV = 21�911
g,--RIM:21&20, ALVARADO, GILBERTO
T INV IN:204-51 001622 GRANDVIEW DR
INV OUT:204.41 949648-3704-
COSURN, PATRICIA MH 17
STA:7+26
001349 CHILTON DR
Ef49648-1674. RIM:220.63
F INV IN:204.09
STA. O+rz,4 LL Q­ARy INV IN:214.23
RIM: 218.03 001702 INV OUT:203.99
1GRANDVIEWDR
INV = 2 13.03
STA,
RIM: 220.80
STA, 0+81 INV = 215.80
MCDOUGALL), JOHN
RIM: 218.30 JOYCE EATTY
INV =213.30--i 0017990 04GRANDVIFWDR
`6 yyy *48-3 , - II E
STACEY, JIM & WIFE INIELDA S STA. 8 +28
.
001353CHILTC. REM: 220.63
------INV = 215.63
PUSHPARCHANAOR4N_1ZkM'ON
001706GRANDMEVVDR
9496"48.3562.
SKONIECK1,ANTEK FREDERICK
001357 CHILTON DR t STA 9+09
949648- 2428 - t REM: 21915
INV =214,75
RIM: 219,76 ;;�36 STA, 9+71 -
INV =21416-_ RIM, 219.69
INV = 214.69
TORRES-PEREZ, GUSTAVO & WIFE
r 001TOOGRANLYVIEWDR
AQUINO, EFRAIN
o D1361 CHILTON DR 94964844W.
F F °-_ 999&9&2440 MH 16
STA. 3+D4 STk9+96
REM: 220.26 a µ RIM210L04
INV =215.26 -ti INV IN:!20560 I ij
INV :N:207.42
BAKER, CURTIS WEMONd SIN STA. lo+41)5.40
001365 CHILTON OR RIM: 219.23
9496.46 -236 n INV = 21423
STA, 3+$8 L. __j MH is
RIM; 219,74 STA: 11+09
INV = 214.74 RIM:218.66
INV IN:206A2
$TA. INV OUT.207.98
RIM: 219.60 1 METWALLY, JOCELYN L
INV = 214.60 001712 GRMMEW DR
996-454229-
ICBROCK, DALLAS& ,1 STA. 11+26
WIFE BETTY H
L 001369 CHILTON DR, RIM: 21&74
9496m46.2284- I INV
JONES, EOWARD � I LAENZ ROHN I E APHER
WIFE _E D
.1113.11ILTONOR 00171WORNNOVIEW R
949 STA 12+11 949B.4& 4252-
RIM: 218.50-
STA. 5+5 3 INV = 213.50 -'°•
RIM; 218.29 MH 14
INV = 213.29 L STA12+56
RIM:217l96
-..UTSCHE BANK INV IN:20&96
,SECRETARY Or VPTERANI aAFFAIR. NATIONAL TRUST INV OUT:208.65
D01716 GRANDVIEW OR
001377 CHILTON DR T
94W48-3028- 9496-4&419r� -.1
STA, 12+99
STA, 6+27 RIM: 217.90
RIM:217,55 F INV = 212.90
INV = 212,55
YOUNG, IDRENA STA, 14+0;'
001381 CHILTON OR RIM: 217.1
INV = 212.3.
STAA, 7+10
RIM: 216.69
INV = 211 ,69
STA. 7+59 JOHNSON, ZARK0
S TA. 2+38
RIM: 216.09 17 m 7 m m m m m m m m =1 m m m m m m
INV = 210.09
OOtSA3 GRANDVIEW DR
L
I 9496,493137- U
>
PROP. 385 LF OF 8' > IY
PVC @ olm%
$TA. 3+43 < I
RIM - 218.59
INV = 212.5$ AREA 16 BOUNDARY UJ
FL
TOWERS REALTY GROUP L L C z 13
001616 GRANDVIEW DR ANY PROPERTY OUTSIDE z 0 1
U.1
9496-49•4100- BOUNDARY ARE NOT
J� STA. 3+86 SERVED BY THIS PROJECT <
t -- RIM: 219.63 ra m
INV -21163
H 18 ROSADO, EMMA
STA:3+85 NOLASCO MH 31
RIM2119.27 001617 GRANDVIEW OR STA1+62
INV IN:202.29 9496494 RIM:218,04
INV IN;213,16 "` ,T,k +7,4 INV iN:211 65
INV OUT:202. 19 RIM, 217.17 INV OUT:210,,66
p Y
F ALLEYNE, GRANT L & wiFE SYBIL' INV = 212.17
DD1619GRANOVIEWDR mown-• momm- sufat-
9496 41 PROP. 88 LF OF W
+.. I ---I 1
- I PVC a 0.50%
STA. 5+20
RIM: 220.89 WILLIAMS, BENJAMIN J -NEEIIEpiiiii
INV = 214.89 006615BURGENFIELD DR
9"648491& RD H III WIFE
IGLOVER, DONALD C SR & WIFE 106614 BURGENFIFID I'll
001621 GRANDVIEW OR
ST,k5 +87 STA, 1+02
'j;q RIM: 218.41
REM: 220, PROP. 74 LF OF 8"-]
INV - 214.99 PVC @ 0,60% INV - 212A11 JING UA
$23 GRANDVIEW OR TYSON, TANYA A
9496-48-4881- 006611 BURGENFIELD OR 30
I 949&40-M7- STA:3*55 E=
_581V 6+69 RIM:218,87
RIM: 221.06 I INV IN:209.73
INVIN.210 * 25 PROP. 98 LF OF 87 MH 33
I've @ a50% - STA:0+98
INV = 215.06
INV OUT:209.63 V
001703 GRANDVIEW OR 001799 KNOTTY OAK CT STA. 2+56 if
RIM:218.61
DOR6T-4�4YK1UG, TOMMY DALE & WIFE
(4Dk INV IN:211.74
f RIM: 33 219.41 STA. 2+70
k INV OUT:21074 .
STA. 7+
INIV - 214.41 RIM: 219.03
RIM: 220,72 �__j INV = 213,03
INV 214.72 L 1 M1­12 I
STA-.2+1
PROP, 270 LF OF 8"
RIM;221.2 ROBINSON, GREGORY & CATHERINE
PVC @ DATA INV IN:206.9 006M SURGENFIELD DR
I- IMHLANI BUILDERS INC+ INV IN:214.8 LL 9496-48-9802-
j
001705 GRANDVIEW OR INV IN:213.5
9496-48-562S- INV OUT:208.81 ti
STA. 8+08 wo
0011" KNOTTY
71 A
INV = 214.68 OAK CT
RIM: 220.68 HODGES, CHARLES E SIR WIFE a.
PROP. 270 LF OF 8"
PVC @ 0,49% 001795 KNOTTY O CT
HILL.JOSEPHS
SCOTT" ELF GENF Lit"
1 01707 G
?4W
DR
STA. 8+85 NELSON, VIVIAN J c i j
RIM: 220,18 &HUSBAND
INV =214AS MH 66 00179B KNOTTY OAK CT_
M_1NA.'_MAkK_O WIFE STAI +29 94 SKILLICORN, DALE C & WIFE
001709 GRANDVIEW DR RIM:220.39 STA-.3+15 001799 KNOTTY OAK CT AREA 16 BOUNDARY
940648�071­ . INV IN:206.15 RE Mn z/ 949&4$ffiga� ANY PROPERTY OUTSIDE
II NV IN:216.47 INV Ik STA:3+62
4V IN:216.17 BOUNDARY ARE NOT
INV IN:207.47 RIM:220.36
NV OUT:206.15 +5.58 INV IN:201.75 SERVED BY THIS PROJECT
14 f _
111I PROF, 86 LF OF S' 3.93 INV IN:244.49
+00r 7.07
CLASS 50 DIP 0,50% r INV IN:216.03
-ffr7 � %_
DELL. AIPHOW91KO A WIFE
006608 IDLEWOOD CT 4., BRIAN 0
D06604 IDLEWOOD CT
PROP. 113 LF OF 8" LUKENS KURTI;- PROP 37 LF OF $' I
!7kYONG
PVC a 0,50% owW12totY Omar
F­_ CLASS 50 DIP @ 0,50% L
Ia SMITH, TAMARA L 049"&7494- % 'wll,4- I , -- --
001711 GRANDVIEW OR
STA 0+68
STA. 10+83 RU'! 212,74 I
INV = 213.04 18 74
RIM: 219.04 INV
ESPINOZA , MIRIAM MH 36
(A 001713 GRANDVIEW OR STAC.0+65
949S4"316- GRAY, DARYL D WIFE RIM:219,83
� I OD6616 IDLEWOOD CT MH 28 ♦ i � 9.795.757373 SEE SHEET C1 4 FOR INV IN:212.17
tt � STX,2+27 ..211.17
PLAN & PROFILE RIM:219.38 INV OUT
PROP. 147 LF OF 0"
PVC D.50% INV U208.46 'o
IDLEWOOD COURT
INV IN 210 76' ND
BOUNDS, KENNETH A 001715 EL&URIPE I INV OUT 2oa 36,
STA. 0+68
GRANDA
RIM: 218,27 9,n Cto Mr
INV = 212.27 0 PROP. 65 LF OF B"
STA. 12+28 1 PVC @ 0.64%
RIM: 218,31 MH 35
INV = 212.311 STA:0+79 PROF. 79 LF OF 8"
R1110:2119.04 PVC @ 0.50%
4 F_ INV IN :208.95
MWAMRA, JAHI INV OUT:208,85 if STA. 1+33
& WIFE ASK L RIM: 218.21
1.HNB.N. pjPROP.162LFOF8' 101. ES, MIKE A S�WIFE
001711 GRANDVIEW OD6620 IDI PVC (ag 0.50% INV =213.21' 006605IDLEWOWCT ii
?4�70• 949&5"332-
94964S-dW3- W>
STA, 1+65 4k
STA. 12 +9D
RIM: 217.77 RIM: 217,37 STA. 1+56 F
--INV =211,77 --INV =211.37 RIW218A0 r
PROP. 129 LF OF 6' INV = 211. SCH",8RmI_&W1Fr;
PVC @ 0.50% STA,, 1+60 006511 IDLEWOOD CT
RIM: 217.71 949068-0;53
INV 2IQ71
STA-13+86
--d ZR I
RIM: 217.06,
TIMMONS, MICHAEL 0 & WIFE
INV 211.06 ODW4 IDLEWOOD CT
9496-4"122- STA 2��
RiNt 217.41
STA. 2+51 INV m 212.41 W,
MH 13
RAM: 216.73 STk 2+67
STA:13+85 INV m 210,73
RIM: 217.47
P=216.96 INV = 210.47
RIM: 216.41 W7080 RAEFORD RD LU INV IN:211.74
INV = 211.41 0496474%ig- > INVIN:210,,59 MH 34
W INV OUT:20159 STA:2+41
U.1 JOHNSON, 0 1 RIM 217.95
001365 "HILTON DR �SON If
e 3: , $IMP-SON&SIMI INV IN:209.88
F" CORRELL, V C
H 949647-3970- 1 LIJ 007060 RAEFORD RD ENV IN:209,86 006617 IOLEWOOO CT
C) STA:7+69 9496-48-7013-
> NV IN:211.69 :2�
z In
0 RIM:216�22 z NV OLIT209.76
- INV IN:209.47 d I
-1 INV OUT:208.47 LY TYSON, JANICE MARIE WILLIAMS DEBRA NEICE 4.`
006628 IDLEWOOD CT 006M i6LEWOOD CT
1 1 949646.6082- 9495-5"014-
10
mown "Immow--mmaw--nom
AREA 16 BOUNDARY
ANY PROPERTY OUTSIDE
BOUNDARY ARE NOT
SERVED BY THIS PROJECT
RAEFORD ROAD
11IRMR0111
PROPERTY LINE . .. ... ...
EX, WATER MAIN
EX, SS MAIN ss ss -
PROP. SS MAIN
PROP. EASEMENT - l--- ++ - ----- - - - - - - --
TEMP. EASEMENT Im-Im
OVERALL SEWER
DAN OUT
GRAPHIC SCALE
100 0 50 100 200
(IN FEET)
1 inch = 100 ft
4
>w
'.
E,
M CD
MH 39
+
d
M I z
STNA+65
RELLL , WILLIAM J & WIF
ti
RIM:204.68
INV IN:197.70
INV
001331 WORSTEAD DR
p
�N:200AR
INV NAWZ3
U-
C>
INVOLIT197.60
CA
3:
C>
C>
W
F
INV
Fj
it itt
INV
NV
AH 43
:NV
INV 0
NEW LIFE COMMUNITY CHURCH OF
001774KATONAH DR
9496- 86f398-
EXISTING SEWER
SERVICE ALREADY
PROVIDED
AREA 16 BOUNDARY
ANY PROPERTY OUTSIDE
BOUNDARY ARE NOT
SERVED BY THIS PROJECT
BILLER, RORLAN 8 & WIFE FRANGAKIII
006811 NETHERDALE OR 000000 HETH
848647 T796- 949 &37
AMR_
S OR
_fHARPr, BILLY G JR & NIFE )EJESUS.RENATAI
I " &,USBAND
006515 NETHERDALE OR 006813 NETHERDALE DR
9496-374670- 9496-37-6701-
STA, 4+07
RIM: 20$.60,
INV = 200,60
LEARY, DANIEL P
& WIFE MILDRED
001330 CHILTON OR
949838-8977-
I
L
WORTH,JOSHUAT
)01386 CHILTON DR
9496417-1884-
W�w
7
FLORAI . HELEN FAIRCLOTH
STA, 4+85 001325 "HILTON pRopERTIESNC STA. 2+56
RIM: 20912 94 TW- 1001610 GRANDVIEW ORl• HJM:216-62
INV = 204.12 949SAh1tT,7
-INV = 211.62
4
azzzlu.
msµµµ WA612 GRANDVIEW DR
9496-49-1190,
STA. 4+12
-RIM: 210.54 DAVIS, ALEX JR &WIFE L
INV u205.54. 001329 CHILTON DR STA. 3+31 >
J_==v
W&494064- RIM: 218.50
INV = 213.50
STA. 3+36
r RIM: 211.69. law u BORTH, STEPHEN L & WIFE
04
MI-18 001614GRAN984D-2a DN
STA-2+65
RIM:210.64 WILS4LEVERNE STA, 3+95
,,,,:NVIN:203.13 g()013336HILTONDR RIM: 220A5
NVIN:196.10 INV - 21 5,1 5
INV IN:207.07
INV OUTA96.00
�7 MATYGA JOSEPH O&WIFE
GRANDVIEW ,
W- - STA. 2+ 001616 45 9496-48-2936- DR
RIM* 212.61
INV= 207,67 STA. 4+81
JACOBS, D 8 & V*9 ERNre1NE M RIM: 220.91
yt 311337 CHILTON DR INV = 215.91
STA ' 1+66
MILES, PATRICIA 0 LL
RIM: 214.06 - 001618 GRANDVIEW DR 00
INV = 209.06 9498 x6 2866 LL in
LUAMS,T4
001341 CHILTON DR DR--I _1k
1 9486.4 &1839 -g 949•48-2881-
STA. 0+77 STA, 5+92
RIM:
INV = 2 210.63 m :
15.63
RIM: 221.16
STEWART, CRYSI`AL-
INV = 21616
I 001345 "HILTON DR
MH2 949"4-1752- STA, 6+91
ST RIM: 220 9`1
, INV = 21�911
g,--RIM:21&20, ALVARADO, GILBERTO
T INV IN:204-51 001622 GRANDVIEW DR
INV OUT:204.41 949648-3704-
COSURN, PATRICIA MH 17
STA:7+26
001349 CHILTON DR
Ef49648-1674. RIM:220.63
F INV IN:204.09
STA. O+rz,4 LL Q­ARy INV IN:214.23
RIM: 218.03 001702 INV OUT:203.99
1GRANDVIEWDR
INV = 2 13.03
STA,
RIM: 220.80
STA, 0+81 INV = 215.80
MCDOUGALL), JOHN
RIM: 218.30 JOYCE EATTY
INV =213.30--i 0017990 04GRANDVIFWDR
`6 yyy *48-3 , - II E
STACEY, JIM & WIFE INIELDA S STA. 8 +28
.
001353CHILTC. REM: 220.63
------INV = 215.63
PUSHPARCHANAOR4N_1ZkM'ON
001706GRANDMEVVDR
9496"48.3562.
SKONIECK1,ANTEK FREDERICK
001357 CHILTON DR t STA 9+09
949648- 2428 - t REM: 21915
INV =214,75
RIM: 219,76 ;;�36 STA, 9+71 -
INV =21416-_ RIM, 219.69
INV = 214.69
TORRES-PEREZ, GUSTAVO & WIFE
r 001TOOGRANLYVIEWDR
AQUINO, EFRAIN
o D1361 CHILTON DR 94964844W.
F F °-_ 999&9&2440 MH 16
STA. 3+D4 STk9+96
REM: 220.26 a µ RIM210L04
INV =215.26 -ti INV IN:!20560 I ij
INV :N:207.42
BAKER, CURTIS WEMONd SIN STA. lo+41)5.40
001365 CHILTON OR RIM: 219.23
9496.46 -236 n INV = 21423
STA, 3+$8 L. __j MH is
RIM; 219,74 STA: 11+09
INV = 214.74 RIM:218.66
INV IN:206A2
$TA. INV OUT.207.98
RIM: 219.60 1 METWALLY, JOCELYN L
INV = 214.60 001712 GRMMEW DR
996-454229-
ICBROCK, DALLAS& ,1 STA. 11+26
WIFE BETTY H
L 001369 CHILTON DR, RIM: 21&74
9496m46.2284- I INV
JONES, EOWARD � I LAENZ ROHN I E APHER
WIFE _E D
.1113.11ILTONOR 00171WORNNOVIEW R
949 STA 12+11 949B.4& 4252-
RIM: 218.50-
STA. 5+5 3 INV = 213.50 -'°•
RIM; 218.29 MH 14
INV = 213.29 L STA12+56
RIM:217l96
-..UTSCHE BANK INV IN:20&96
,SECRETARY Or VPTERANI aAFFAIR. NATIONAL TRUST INV OUT:208.65
D01716 GRANDVIEW OR
001377 CHILTON DR T
94W48-3028- 9496-4&419r� -.1
STA, 12+99
STA, 6+27 RIM: 217.90
RIM:217,55 F INV = 212.90
INV = 212,55
YOUNG, IDRENA STA, 14+0;'
001381 CHILTON OR RIM: 217.1
INV = 212.3.
STAA, 7+10
RIM: 216.69
INV = 211 ,69
STA. 7+59 JOHNSON, ZARK0
S TA. 2+38
RIM: 216.09 17 m 7 m m m m m m m m =1 m m m m m m
INV = 210.09
OOtSA3 GRANDVIEW DR
L
I 9496,493137- U
>
PROP. 385 LF OF 8' > IY
PVC @ olm%
$TA. 3+43 < I
RIM - 218.59
INV = 212.5$ AREA 16 BOUNDARY UJ
FL
TOWERS REALTY GROUP L L C z 13
001616 GRANDVIEW DR ANY PROPERTY OUTSIDE z 0 1
U.1
9496-49•4100- BOUNDARY ARE NOT
J� STA. 3+86 SERVED BY THIS PROJECT <
t -- RIM: 219.63 ra m
INV -21163
H 18 ROSADO, EMMA
STA:3+85 NOLASCO MH 31
RIM2119.27 001617 GRANDVIEW OR STA1+62
INV IN:202.29 9496494 RIM:218,04
INV IN;213,16 "` ,T,k +7,4 INV iN:211 65
INV OUT:202. 19 RIM, 217.17 INV OUT:210,,66
p Y
F ALLEYNE, GRANT L & wiFE SYBIL' INV = 212.17
DD1619GRANOVIEWDR mown-• momm- sufat-
9496 41 PROP. 88 LF OF W
+.. I ---I 1
- I PVC a 0.50%
STA. 5+20
RIM: 220.89 WILLIAMS, BENJAMIN J -NEEIIEpiiiii
INV = 214.89 006615BURGENFIELD DR
9"648491& RD H III WIFE
IGLOVER, DONALD C SR & WIFE 106614 BURGENFIFID I'll
001621 GRANDVIEW OR
ST,k5 +87 STA, 1+02
'j;q RIM: 218.41
REM: 220, PROP. 74 LF OF 8"-]
INV - 214.99 PVC @ 0,60% INV - 212A11 JING UA
$23 GRANDVIEW OR TYSON, TANYA A
9496-48-4881- 006611 BURGENFIELD OR 30
I 949&40-M7- STA:3*55 E=
_581V 6+69 RIM:218,87
RIM: 221.06 I INV IN:209.73
INVIN.210 * 25 PROP. 98 LF OF 87 MH 33
I've @ a50% - STA:0+98
INV = 215.06
INV OUT:209.63 V
001703 GRANDVIEW OR 001799 KNOTTY OAK CT STA. 2+56 if
RIM:218.61
DOR6T-4�4YK1UG, TOMMY DALE & WIFE
(4Dk INV IN:211.74
f RIM: 33 219.41 STA. 2+70
k INV OUT:21074 .
STA. 7+
INIV - 214.41 RIM: 219.03
RIM: 220,72 �__j INV = 213,03
INV 214.72 L 1 M1­12 I
STA-.2+1
PROP, 270 LF OF 8"
RIM;221.2 ROBINSON, GREGORY & CATHERINE
PVC @ DATA INV IN:206.9 006M SURGENFIELD DR
I- IMHLANI BUILDERS INC+ INV IN:214.8 LL 9496-48-9802-
j
001705 GRANDVIEW OR INV IN:213.5
9496-48-562S- INV OUT:208.81 ti
STA. 8+08 wo
0011" KNOTTY
71 A
INV = 214.68 OAK CT
RIM: 220.68 HODGES, CHARLES E SIR WIFE a.
PROP. 270 LF OF 8"
PVC @ 0,49% 001795 KNOTTY O CT
HILL.JOSEPHS
SCOTT" ELF GENF Lit"
1 01707 G
?4W
DR
STA. 8+85 NELSON, VIVIAN J c i j
RIM: 220,18 &HUSBAND
INV =214AS MH 66 00179B KNOTTY OAK CT_
M_1NA.'_MAkK_O WIFE STAI +29 94 SKILLICORN, DALE C & WIFE
001709 GRANDVIEW DR RIM:220.39 STA-.3+15 001799 KNOTTY OAK CT AREA 16 BOUNDARY
940648�071­ . INV IN:206.15 RE Mn z/ 949&4$ffiga� ANY PROPERTY OUTSIDE
II NV IN:216.47 INV Ik STA:3+62
4V IN:216.17 BOUNDARY ARE NOT
INV IN:207.47 RIM:220.36
NV OUT:206.15 +5.58 INV IN:201.75 SERVED BY THIS PROJECT
14 f _
111I PROF, 86 LF OF S' 3.93 INV IN:244.49
+00r 7.07
CLASS 50 DIP 0,50% r INV IN:216.03
-ffr7 � %_
DELL. AIPHOW91KO A WIFE
006608 IDLEWOOD CT 4., BRIAN 0
D06604 IDLEWOOD CT
PROP. 113 LF OF 8" LUKENS KURTI;- PROP 37 LF OF $' I
!7kYONG
PVC a 0,50% owW12totY Omar
F­_ CLASS 50 DIP @ 0,50% L
Ia SMITH, TAMARA L 049"&7494- % 'wll,4- I , -- --
001711 GRANDVIEW OR
STA 0+68
STA. 10+83 RU'! 212,74 I
INV = 213.04 18 74
RIM: 219.04 INV
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GENERAL EROSION AND SEDIMENT CONTROL NOTES:
1. 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).
2. 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.
3. ALL EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PLACED PRIOR TO
CLEARING AND /OR LAND DISTURBANCE.
4. A COPY OF THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN AND PERMIT
SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
5. 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.
6. 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).
T 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.
8, ALL AREAS DISTURBED BY CONSTRUCTION UNLESS OTHERWISE IMPROVED SHALL BE
SODDED OR SEEDED AS INDICATED AND STABILIZED.
9. DURING DE- WATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED
FILTERING DEVICE PRIOR TO DISCHARGE TO RECEIVING OUTLET.
10. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND
AFTER EACH RUNOFF - PRODUCING EVENT, ANY NECESSARY REPAIRS OR CLEANUP TO
MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE
IMMEDIATELY.
11. 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,
12, TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SHALL BE REQUIRED AT ALL
CONSTRUCTION STAGING AREA ENTR
13, ANCES AND ALL CONSTRUCTION ACCESS LOCATIONS INTO NON -PAVED AREA, (NO
SEPARATE PAYMENT).
14. WHEN CROSSING CREEK OR DRAINAGE -WAY, THE CONTRACTOR SHALL INSTALL RIP -RAP
WITH FABRIC DISTURBED BANKS AND CHANNEL AND RESTORE SLOPES TO ORIGINAL
CONTOURS, BUT NOT STEEPER THAN 2:1 MAXIMUM. DISTURBED CREEK AREA SHALL BE
STABILIZED IMMEDIATELY.
15, LIMITS OF CONSTRUCTION ARE THE CITY OF FAYETTEVILLE STREET RIGHT OF WAYS AND
EASEMENTS AS SHOWN ON PLANS.
16.THE CONSTRUCTION DISTURBED AREA SHALL NOT EXCEED 19 ACRES.
EROSION CONTROL MAINTENANCE PLAN
1. ALL EROSION CONTROL PRACTICES WILL BE CHECKED 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 ATALL 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, 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 STABILIZATIOW
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
2:1 TO 1.5:1
APRIL 15 - SEPT. 1
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
60 (HULLED) LBS /ACRE
,Ey
HIGH QUALITY
5 LBS /ACRE
AUG. 15 - NOV. 15
WATER (HQW)
7 DAYS
NONE
ZONES
25 (HULLED) LBS/ACRE
CENTIPEDE
5 LBS /ACRE
IF SLOPES ARE I O' OR
SLOPES STEEPER
120 LBS /ACRE
LESS IN LENGTH AND ARE
THAN 3:1
7 DAYS
NOT STEEPER THAN 2:1,
CENTIPEDE
5 LBS /ACRE
14 DAYS ARE ALLOWED.
2
Tussock Sedge
7 -DAYS FOR SLOPES
SLOPES 3:1 OR
14 DAYS
GREATER THAN 50 FEET
FLATTER
IN LENGTH
ALL OTHER AREAS
3
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR
FLATTER
Switchgrass
PERIMETERS AND
THAN 4:1
10
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))
PLANNED SEDIMENTATION AND EROSION CONTROL
PRACTICES
EROSION CONTROL DETAILS AND
6.06 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/ EXIT; TO PROVIDE A BUFFER AREA WHERE
VEHICLES CAN DROP THEIR MUD AND SEDIMENT TO AVOID TRANSPORTING IT ONTO PUBLIC
ROADS, TO CONTROL EROSION FROM SURFACE RUNOFF AND TO HELP CONTROL DUST.
MAINTENANCE: MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT
FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH
2 -INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT
AND CLEAN IT OUTAS NECESSARY, IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
6.10 TEMPORARY SEEDING: TO BE INSTALLED AS PER SEEDING SPECIFICATIONS.
8.11 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.
EROSION CONTROL NETTING AND MATTING: TO PREVENT EROSION AND DAMAGE FROM
SEDIMENT AND RUNOFF, AND STABILIZING THE SOIL COVER, IN PARTICULAR, IN CRITICAL AREAS
INCLUDING SWALES, LONG CHANNELS AND SLOPES.
MAINTENANCE: INSPECT ALL EROSION CONTROL FABRICS MATS AND LINERS PERIODICALLY
AND AFTER RAINSTORMS TO CHECK FOR EROSION, DISLOCATION OR FAILURE. WHERE EROSION
IS OBSERVED, APPLY AND SECURE ADDITIONAL FABRIC. IF WASHOUT OCCURS, REPAIR SLOPE
GRADE, RESEED & SECURE LINER/ MAT. CONTINUE INSPECTIONS UNTIL DISTURBANCE IS
STABILIZED AND VEGETATION IS ESTABLISHED.
6.15 RIPRAP: TO PROTECT THE SOIL SURFACE FROM EROSIVE FORCES AND /OR IMPROVE STABILITY
OF SOIL SLOPES THAT ARE SUBJECT TO SEEPAGE OR HAVE POOR SOIL STRUCTURE,
MAINTENANCE: IN GENERAL, ONCE A RIPRAP INSTALLATION HAS BEEN PROPERLY DESIGNED
AND INSTALLED IT REQUIRES VERY LITTLE MAINTENANCE, RIPRAP SHOULD BE INSPECTED
PERIODICALLY FOR SCOUR OR DISLODGED STONES. CONTROL OF WEED AND BRUSH GROWTH
MAY BE NEEDED IN SOME LOCATIONS.
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 (112 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 INLETAND 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 SEDIMENTAND 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 (112 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.
CONSTRUCTION SEQUENCE:
1. OBTAIN ALL PERMITS AND PLAN APPROVALS.
2. ATTEND PRECONSTRUCTION MEETING.
3, INSTALL GRAVEL CONSTRUCTION ENTRANCES, SILT FENCING AND TEMPORARY INLET
PROTECTION.
4. INSTALL TEMPORARY INLET PROTECTION DEVICES AT ALL DRIVEWAY CULVERTS.
5, CLEAR AND GRUB PERMANENT EASEMENTS AND ONLY THOSE PORTIONS OF THE
TEMPORARY EASEMENTS NECESSARY FOR CONSTRUCTION
6. INSTALL SEWER MAINS AND STORM WATER IMPROVEMENTS IN EASEMENTS. STRIP
TOPSOIL DURING TRENCHING OPERATIONS AND SEPARATE FROM EXCAVATED MATERIAL.
MATERIAL EXCAVATED SHALL BE PLACED ON THE UPHILL SIDE OF THE EXCAVATION WITH
THE TRENCH BETWEEN THE MATERIAL AND THE SEDIMENT FENCE.
T INSPECT ALL EROSION AND SEDIMENT CONTROL DEVICES BI- WEEKLY OR AFTER EVERY
RAINFALL EVENT.
8, REMOVE ASPHALT IN STREETS ALONG SEWER MAINS BY MILLING WITH ZIPPER TYPE
EQUIPMENT (3000' MAXIMUM DISTURBANCE), REPLACE CUTTINGS BACK ON ROAD AND
COMPACT.
9. REMOVE ASPHALT ALONG DISTURBED STORM DRAINAGE AREAS BY MILLING AND PLACE
CUTTINGS BACK ON ROAD AND COMPACT,
10, PLACE ABC STONE AS CONSTRUCTION PROGRESSES TO PAVEMENT SURFACE.
11.INSTALL SEWER LATERALS, PLACE ABC STONE AS CONSTRUCTION PROGRESSES TO
SURFACE OF THE ASPHALT.
12, TEST AND INSPECT SEWER MAIN, LATERALS, AND STORM DRAINAGE.
13. PATCH ALL PAVED SURFACES DISTURBED BY CONSTRUCTION ACTIVITIES WITH
PERMANENT ASPHALT PATCH,
14, SEED AND MULCH OR SOD ALL DISTURBED AREAS NOT OTHERWISE IMPROVED AND
ESTABLISH PERMANENT GROUND COVER AS INDICATED.
15.PRELIMINARY FINAL INSPECTION BYCONTRACTOR.
16. PRELIMINARY FINAL INSPECTION BY OWNER AND CONTRACTOR (PUNCH LIST).
17- FINAL INSPECTION
18. REMOVE TEMPORARY MEASURES,
19. CLOSE OUT PROJECT.
SEEDING SCHEDULE
TO BE IN ACCORDANCE WITH PWC SPECIFICATIONS:
SEED SHALL BE SEED CERTIFIED TO BE THE LATEST SEASON'S CROP AND SHALL BE DELIVERED IN
ORIGINAL SEALED PACKAGES BEARING THE PRODUCER'S GUARANTEED ANALYSIS FOR
PERCENTAGES OF MIXTURES AND PURE LIVE SEED. THE PRODUCER'S SEED LABEL SHALL
INDICATE IT THE MINIMUM PERCENT OF PURE LIVE SEED (WHICH SHALL BE 82.45 FOR BERMUDA, 88
FOR RYE. GRAIN), THE MINIMUM PERCENT OF GERMINATION IN HARD SEED AND MAXIMUM PERCENT
OF WEED SEED (NO MORE THAN 1 PERCENT FOR BERMUDA, 0.5 PERCENT FOR RYE GRAIN). SEED
SHALL BE LABELER IN CONFORMANCE WITH U.S. DEPARTMENT OF AGRICULTURE RULES AND
REGULATIONS UNDER THE FEDERAL SEED ACT AND APPLICABLE STATE SEED LAWS. SEED THAT
HAS BECOME WET, MOLDY, OR OTHERWISE DAMAGED WILL NOT BE ACCEPTABLE.
THE FOLLOWING SEED MIXTURE SHALL BE USED:
TEMPORARY SEED MIXTURE
DATE TYPE PLANTING RATE
APRIL 15 - SEPT. 1 GERMAN MILLET 100 LBS /ACRE
AUG. 15 - NOV. 15 GRAIN RYE 120 LBS /ACRE
NOV, 1 - APRIL 1 GRAIN RYE 120 LBS/ACRE
PERMANENT SEED MIXTURE
SLOPE
STABILIZED WITH GRASS
DATE
TYPE
PLANTING RATE
STABILIZED WITH RIP RAP
2:1 TO 1.5:1
APRIL 15 - SEPT. 1
K -31 FESCUE
75 LBS /ACRE
00
E H
COMMON BERMUDA
60 (HULLED) LBS /ACRE
,Ey
CENTIPEDE
5 LBS /ACRE
AUG. 15 - NOV. 15
K -31 FESCUE
120 LBS /ACRE
15
COMMON BERMUDA
25 (HULLED) LBS/ACRE
CENTIPEDE
5 LBS /ACRE
NOV, 1 -APRIL 1
K -31 FESCUE
120 LBS /ACRE
Carex crinata
COMMON BERMUDA
25 (HULLED) LBS /ACRE
Lurid Sedge
CENTIPEDE
5 LBS /ACRE
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
AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER LOCAL
CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
;� #II�l��I�rlitl�Tl�►lf
LIME SHALL BE APPLIED AT THE RATE OF 1/2 TONS PER ACRE. 10 -24 -20 COMMERCIAL
FERTILIZER SHALL BE APPLIED AT THE RATE OF 1,000 POUNDS PER ACRE AND WELL
WORKED INTO THE TOP FOUR INCHES (4 -) OF TOP SOIL. IF HYDROSEEDING, USE 600
POUNDS OF 10 -10 -10 FERTILIZER ON SLOPES STEEPER THAN 112 HORIZONTAL TO 1
VERTICAL. UNLESS A SOIL TEST INDICATES OTHERWISE.
MULCH
ALL SEEDED AREAS WILL BE MULCHED WITH TWO (2) TONS PER ACRE OF SMALL GRAIN
STRAW OR WOOD CELLULOSE FIBER SPREAD UNIFORMLY, APPROXIMATELY 114 OF
GROUND SHOULD BE VISIBLE TO AVOID SMOTHERING SEEDLINGS. ASPHALT EMULSION
(ASTM D -977 AND ASTM D -2028) SHALL BE USED TO ANCHOR THE STRAW APPLIED AT 150
GALLONS PER TON OF STRAW, OR CRIMPED TO STABILIZE. ASPHALT EMULSION SHALL BE
REQUIRED FROM NOVEMBER 1ST TO MARCH 31ST. THE 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.
MAINTENANCE
THE CONTRACTOR SHALL PROTECT AND MAINTAIN GRASSED AREAS AS NECESSARY TO
ESTABLISH A UNIFORM TURF COMPOSED OF THE GRASSES SPECIFIED. THE CONTRACTOR
SHALL RE -SEED ANY BARE AREAS AND REPAIR ALL ERODED AREAS.
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 11, B, ETC.) AS INDICATED ON THE
DRAWINGS,
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.
1 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 TONStACRE SMALL GRAIN STRAW
ANOTHER: ASPHALT EMULSION @ 300 GALS /ACRE
[l[ M111T, 11V 0
MINIMUM REQUIREMENTS
SLOPE
STABILIZED WITH GRASS
3:1 AND FLATTER
STABILIZED WITH SHRUBS OR VINES
3:1 TO 2:1
STABILIZED WITH RIP RAP
2:1 TO 1.5:1
STABILIZED WITH RETAINING WALL
STEEPER THAN 1.5:1
SOD MATERIAL:
1. SOD SHALL CONTAIN 95 PERCENT PERMANENT GRASS; NOT MORE THAN 5 PERCENT WEEDS AND
UNDESIRABLE GRASSES, GOOD TEXTURE AND FREE FROM OBNOXIOUS GRASSES, ROOTS,
STONES AND FOREIGN MATERIALS,
2. SOD SHALL BE UNIFORMLY 1 % 2 INCHES THICK WITH A WELL DEVELOPED FIBROUS ROOT MAT
SYSTEM IN TOPSOIL WITH CLEAN CUT EDGES.
3. THE SOD SHALL BE SUFFICIENTLY DENSE AND CUT TO THE MINIMUM REQUIRED THICKNESS SUCH
THAT IF THE SOD IS SUSPENDED BY ONE CORNER, THE SOD WILL NOT TEAR APART.
4. THE SOD SHALL BE RECENTLY MOWED TO A HEIGHT OF NOT MORE THAN THREE (3) INCHES PRIOR
TO HARVEST,
5. THE SOD SHALL BE SUPPLIED AND MAINTAINED IN A HEALTHY CONDITION AS EVIDENCE BY THE
GRASS BEING A NORMAL GREEN COLOR IN APPEARANCE, DENSE, AND FREE FROM INSECTS,
PESTS, DISEASE OR INJURY,
6, SOD SHALL BE DELIVERED TO THE JOB SITE WITHIN 24 HOURS AFTER BEING CUT AND SHALL BE
INSTALLED WITHIN 24 HOURS AFTER DELIVERY,
7. ANY SOD WHICH IS TORN, BROKEN OR TOO DRY WILL BE REJECTED,
SOIL BED PREPARATION:
1. THE AREA TO BE SODDED SHALL BE CLEANED AND DISPOSED OF BRUSH, RUBBISH, STONES,
GRAVEL AND OTHER FOREIGN MATERIAL AND SHALL BE GRADED TO THE ORIGINAL CONTOURS
(ALLOWING FOR THE THICKNESS OF THE SOD) OR AS IN THE CASE OF AN ALTERED CONTOUR
SUCH AS A FILL SLOPE, GRADED AS DIRECTED TO FINISH GRADE, OR TYPICAL CROSS SECTION.
2, THE SOD BED SHALL BE EXCAVATED TO SUCH A DEPTH THAT AFTER SOD PLACEMENT THE TOP
OF THE SOD SHALL BE FLUSH WITH SURROUNDING GRADE OR CONTOURS.
3. RAKE AREAS TO BE SODDED SMOOTH, FREE FROM UNSIGHTLY VARIATIONS, BUMPS, RIDGES OR
DEPRESSIONS.
4, DO NOT START WORK UNTIL CONDITIONS ARE SATISFACTORY AND DO NOT WORK DURING
INCLEMENT OR IMPENDING INCLEMENT WEATHER.
5. THE SURFACE AREA TO RECEIVE SOD SHALL CONTAIN A MINIMUM OF FOUR (4) INCHES OF GOOD,
FERTILE, FRIABLE, ORGANIC NATURAL TOPSOIL LOAM AS A BASE FOR LAYING THE SOD. TOPSOIL
SHALL BE FREE OF CLUMPS, BRUSH, STICKS, WEEDS, STONES, ROOTS, TRASH OR OTHER
OBJECTIONABLE MATERIAL. SOIL PREPARATION SHALL NOT BE PERFORMED IN FROZEN OR
EXTREMELY WET CONDITIONS. THE FINISHED TOPSOIL BED SHALL BE UNIFORM IN GRADE, WITH
A YARD LIKE APPEARANCE, ALL CHANGES IN GRADE SHALL HAVE A SMOOTH, ROUNDED PEAKS
AND VALLEYS.
6. THE SOIL SHALL BE SCARIFIED OR OTHERWISE LOOSENED TO A DEPTH OF NOT LESS THAN FIVE
(5) INCHES AND ALL CLODS SHALL BE BROKEN. THE TOP FOUR (4) INCHES SHALL BE WORKED
INTO AN ACCEPTABLE SMOOTH, FRIABLE AND UNIFORMLY FINE TEXTURE SOD BED BY USE OF
SOIL PULVERIZES, DRAGS, HARROWS OR BY OTHER APPROVED METHODS.
7. COMMERCIAL GRADE FERTILIZER (8% NITROGEN, 8% PHOSPHATE, 8% POTASH) SHALL BE APPLIED
AT RATE OF 20 POUNDS PER 100 SQUARE FEET, SUPER - PHOSPHATE AT 12 POUNDS PER 1,000
SQUARE FEET AND LIME (DOLOMITE LIMESTONE CONTAINING NOT LESS THAN 86% TOTAL
CARBAMATES) SHALL BE APPLIED AT A RATE OF 25 POUNDS PER 1,000 SQUARE FEET OR ATA
RATE RECOMMENDED FOR THE TYPE OF SOD BEING PLACED,
8. APPLY SOIL AMENDMENTS WITHIN 24 HOURS AFTER RAKING TOPSOIL BASE SURFACE AND NOT
MORE THAN 48 HOURS PRIOR TO LAYING SOD. MIX THOROUGHLY A MINIMUM DEPTH INTO THE
UPPER FOUR (4) INCHES OF TOPSOIL AND LIGHTLY WATER TO AID IN DISSIPATION.
9, SOD PLACEMENT SHALL NOT BEGIN UNTIL THE SOIL PREPARATION IS INSPECTED AND APPROVED
BY THE PUBLIC WORKS COMMISSION.
SOD INSTALLATION:
1. SOD SHALL BE BROUGHT TO THE SITE AS NEAR TO THE TIME OF PLACING AS POSSIBLE BUT NO
EARLIER THAN 24 HOURS FROM TOPSOIL BASE PREPARATION AND ACCEPTANCE BY PUBLIC
WORKS COMMISSION,
2. STORE SOD IN THE SHADE, AND KEEP WATERED PARTICULARLY IN EXTREME HOT AND DRY
CONDITION TO INSURE VITALITY AND TO PREVENT THE DROPPING OFF OF SOIL DURING
HANDLING.
3. DURING WET WEATHER, THE SOD SHALL BE ALLOWED TO DRY SUFFICIENTLY TO PREVENT
TEARING.
4, CAREFULLY PLACE SOD IN ROWS WITH THE LONGER SIDE PERPENDICULAR TO SLOPES AND THE
ENDS STAGGERED IN EACH SUCCESSIVE ROW IN A BRICK -LIKE PATTERN. BUTT THE ENDS AND
SIDES TOGETHER TIGHTLY AND DO NOT OVERLAP OR STRETCH THE SOD. DO NOT LEAVE ANY
VOIDS OR GAPS, UNAVOIDABLE GAPS SHALL BE CLOSED WITH SMALL PIECES OF TORN OR
BROKEN SOD IF KEPT MOIST AND APPROVED BY THE PUBLIC WORKS COMMISSION.
5. AFTER THE SOD IS LAID, IRRIGATE THOROUGHLY TO ALLOW WATER TO PENETRATE A MINIMUM
SIX (6) INCHES INTO THE SOIL BELOW THE SOD, SOD SHALL NOT BE PLACED WHEN THE
ATMOSPHERIC TEMPERATURE IS BELOW 320F.
6. TAMP AND ROLL COMPLETED SOD INSTALLATION WITH A MANUAL ROLLER OR APPROVED
EQUIPMENT TO ELIMINATE MINOR IRREGULARITIES AND TO FORM CLOSE CONTACT WITH THE
SOIL BED IMMEDIATELY AFTER PLACING AND WATERING. THE TYPE OF ROLLING AND TAMPING
EQUIPMENT TO BE USED SHALL BE SUBMITTED TO THE PUBLIC WORKS COMMISSION FOR
APPROVAL PRIOR TO CONSTRUCTION.
7. ON STEEP SLOPES 3:1 (HORIZONTAL AND VERTICAL) OR GREATER, IN DRAINAGE DITCHES OR ANY
AREAS WHERE SOD SLIPPING MAY OCCUR, ANCHOR SOD WITH APPROVED WOODEN STAKES (% "X
%V X 12 ") OR STAPLES SPACED NOT OVER TWO (2) FEET APART IN ANY DIRECTION AND /OR IN
SUFFICIENT NUMBER TO PREVENT SLIPPAGE OR DISPLACEMENT. THE ANCHORS SHALL BE
DRIVEN FLUSH WITH THE SURFACE OF THE SOD. THE WIDE FLAT SIDE OF THE STAKE SHALL BE
DRIVEN PARALLEL TO THE SLOPE. STAKING SHALL BE DONE CONCURRENTLY WITH SOD
PLACEMENT AND PRIOR TO TAMPING.
8. SOD SHALL BE LAID WITH THE LONG HORIZONTAL EDGE OF THE STRIPS PARALLEL TO THE
CONTOUR STARTING AT THE BOTTOM OF THE SLOPE. THE EDGE OF THE SOD SHALL BE TURNED
SLIGHTLY IN THE GROUND AT THE TOP OF A SLOPE AND A LAYER OF EARTH PLACED OVER IT AND
COMPACTED SO AS TO CONDUCT THE SURFACE WATER OVER AND ONTO THE TOP OF THE SOD.
9. UPON COMPLETION OF THE ABOVE DESCRIBED WORK, THE SURFACE OF THE SODDED AREAS
SHALL COINCIDE WITH THE FINISHED GRADE AND NOT EXCEED %" PLUS OR MINUS VARIATION TO
ADJOINING GRADE OR PROPOSED CONTOUR.
MAINTENANCE:
1. MAINTENANCE SHALL BEGIN IMMEDIATELY AFTER SODDING OPERATION AND INCLUDE WATERING,
FERTILIZATION AND PEST CONTROL AND MOWING AS OUTLINED BELOW:
WATERING
• WATER LAWN AREAS ONCE A DAY WITH A MINIMUM IX, INCH WATER FOR THE FIRST THREE (3)
WEEKS AFTER AREA SODDED.
• AFTER THE THREE (3) WEEK PERIOD, WATER TWICE A WEEK WITH A % INCH OF WATER EACH
TIME UNLESS A COMPARABLE AMOUNT OF RAINFALL HAS OCCURRED.
• MAKE WEEKLY INSPECTIONS TO DETERMINE MOISTURE CONTENT OF SOIL AND SUPPLEMENT
THE ABOVE WATERING SCHEDULE AS NEEDED.
• EXCESSIVE RUNOFF PUDDLING AND WILTING SHALL BE PREVENTED.
FERTILIZER AND PEST CONTROL
• EVENLY SPREAD FERTILIZER COMPOSITE AT A RATE OF 40 POUNDS PER 5,000 SQUARE FEET OR
AS RECOMMENDED BY THE MANUFACTURER. FERTILIZER SHALL NOT BE APPLIED UNTIL TWO
(2) WEEKS AFTER INITIAL PLACEMENT OF THE SOD OR PRIOR TO THE ADVENT OF WINTER
DORMANCY.
• TREAT AREAS OF WEED AND INSECT INFESTATION AS RECOMMENDED BY THE TREATMENT
MANUFACTURER.
MOWING
• THE CONTRACTOR SHALL DO MOWING OPERATIONS, (IN YARDS NOT BEING MOWED BY
RESIDENTS) UNTIL PROVISIONAL ACCEPTANCE.
• MOWING SHALL BE DONE ONLY WHEN THE GRASS IS DRY WITH A ROTARY TYPE MOWER
HAVING A BLADE HEIGHT SET NOT LOWER THAN ONEAND ONE HALF (1 Y.) INCHES NOR HIGHER
THAN THREE (3) INCHES.
• MOWING OPERATIONS SHALL BE CONDUCTED AT INTERVALS, WHICH ENSURE GRASS HEIGHT
DOES NOT EXCEED FOUR (4) INCHES BETWEEN MOWING.
• THE CONTRACTOR SHALL COMPLETE AT LEAST ONE MOWING OPERATION BEFORE THE WORK
WILL BE CONSIDERED FOR ACCEPTANCE.
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20130147.00.8

EROSION CONTROL
f� ;I z
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LEGEND
Cava gk
CONCRET .. _..
I
ICRET NLET PROTECTION Ix, ; �# ' ° L Lu
SEE DETAIL 41G5A_.__ t
Lu
- � �� .�..
CHECK DAM 15 LF OF TREES W
SEE DETAIL 2/G5 i PROTECTION
ROCK PIPE INLET LIMIT aFDISTURBANCE
PROTECTION _ - 197,915 SF {. AG }"
�. { 31 LF OF TREE � � � �� . . �� �� �
N t
PROTECTION `
SEE DETAIL 31G5 � .�° £<
SILT FENCE 29 LF OF TREE I
PROTECTION �,, ' ,, �- 34 O C TREE - ;... RAIL 26 LF OF TREE °' If
E PROTECTION
SEE DETAIL 11G5 � ,,� � � .�. I �_ � PROTECTION 0
TREE PROTECTION �.� 'I_° �� �� '. ,..,
'pot # #
101 uj is
Cp
,� 196 LF OF TREE ` � . •. � �,�', xv m {T
SEE DETAIL 5/G5 � , E PROTECTION , I -. :
17 LF OF TREE I i _,.1 t t� cn r 40 UJ
- �? i PROTECTION Lt7* 3 1 ~= c° m>
LIMIT OF DISTURBANCE �'""� i ;� �� -.. ...- 1 i`� ! "� u.,
* ` Lam- _w
TEMPORARY GRAVEL 14 LF OF TREE._ 1 55 LF OF TREE# j
Lij
}Pp, PROTECTION � � t PROTECTION
CONSTRUCTION I, ;.> t :F. 22 �F OF TREE
t: ,
ENTRANCE /EXIT` _
C i1 ! a 1 PROTECTIONRJ I IF#
SEE DETAIL 61G5 �'`� „`�,� ,. i __ _ 4 s �
4 /
WE #its m t C3 N
t
` 34 LF OF TREE
•��, ,r f � 1-- .. _ � ___..., � d, --�-.� ... � cis `m c cna `j h U
STRAIN IN1 NET � � i
PROTECTION ; � ._ - � _� � > ���� -� � -..._ .__ �. � _. � �
'CEDARS
, � � � _� 2 11 +
EGTIO # HI , ,.: --
SEE DETAIL 71G5 t 5
€` o
_ „} 36 LF OF TREE f _ 4 o, �,s W
r? DAY STABILISATION t �, 109 LF OF TREE I m �;
t *., 'PINE
BLOCK AND GRAVEL PROTECTION PROTECTION I ° W
REQUIRED} BLOCK AND GRAVEL { INLET PROTECTION (TYP ) � t=!J
' INLET PROTECTION (TYP)
EXIST. S -20 � � 1 it # E- .2
TOP: 226.4 3 � � �t it � , �g � � `�
all
_,. _ EXIST 5 -25 I ¢ 32 LF OF TREE € �1. # t
TACKED W1 MULCH �. . ,,.
,.; - _ INV. BUT. 224.25 s
TOP: 224.47 � � 1 PROTECTION is . � ' � �� 4 � AR
(7 -DAY STABILIZATION r' , ' '� ' ' -- i
;% � EXIST. S -2i � � � '°�,. �"` INV. t?t1T 22t�.�4 26 LF OF TREE � � � u �� IIt�
�',, 30 LF OF TREE , l� __ ._ 157 LF OF TREE t.: I 1 laVAR �
REQUIRED Tt7P: 225.94 I ; it PROTECTION PROTECTION i PROTECTION
INV. IN* 219.52 ; _- q zr { 34 LF aF TREE
o t �a �"*. ts"`°a ^.tj ! - - ;,,, ' 51
c`. {rkf{ r ;� ` #i c , F PROTECTION II ••
v,
` fj . Ci., '.."`" ',:„„w ` # " ?,?3 "`f'' $ ' is - •"„'°'22Fi .^..,.- a, '?19"f d ft r . 1l �,;^� += wka "°'
23 LF OF TREE .J x n,
3
,� .. f, �i� , ,.....Na
_ PROTECTIONJrr _ c✓_ ' . ._ _Ef4- '-- ° i
k .�
DISTURBED AREA r� d_. m
SCE
0
F h£. _ ... M._.... _ ATE
AREA --.- AD
UTH
35 LF OF TREE I $ .�,.,, ,,.•„:.�
SHEET SQUARE AREA � PROTECTION � � • t
(ACRES) - 20 LF OF TREE
NUMBER
FEET I u_ I � � EXIST. S -21 � 58 LF aF TREE
} I BLOCK AND GRAVEL PROTECTION 49 LF OF TREE
38 LF OF TREE ; INLET PROTECTION (1`YP} INV: 226.36 PROTECTION _ t 90 LF OF TREE 90 LF OF TREE
3'i) � `` PROTECTION Ig tk€ � T PROTECTION
{ of fNV. IN: 223.02 ,t PROTECTION ,
(; 197,91 4,5q -� f PROTECTION Iii EXIST. 5 -26 A~MT 101 LF aF TREE
1 c y TOP: 224.2U k fNY, UUT 22 T. f32 . 1 I
€ PROTECTIONS 9
1'
INV. IN: 220.05 BLOCK AND GRAVEL ` ,
✓? 1$6,539 4.28$ ;� iap INV. OUT. 22CJ.05 X19 LF aF TREE INLET PROTECTION (TYP }i . i fit£ i _ I
�. T. �
1 4 77 ° - - - - " t
PROTECTION t I I EXIST. 5 -22 [ I 7 45 LF OF TREE
I TOP: 225.29 i I PROTECTION
C7 5 0 3.55 _ fi. � � � ��; ;� � x�� _� � �
( �`�27�' Ij
INV. IN: 222.CJ5-r# I
,...rs.. yy
R,i : 1€ INV. OUT. 222.05
C8 65,402 1.51
� BLACK AND GRAVEL _ ,
�•, 25 LF OF TREE �` �' ;�# °� "� �,,.t >.. � s 48 LF OF TREE
t r PROTECTION ,# �€ °k° _ INLET PROTECTION (TYP} - zi[ PROTECTION
t,
C9 192,260 4.41 _.. y...
Jill
EXIST 18 RCP � t ���� #":�tt I �
TOTAL 795,885 "1$.29 28 LF aF TREE ; I° _ ��II .' w_a ' # C�
PROTECTION t' ? VAUL r
I ,t z m .1 <
p-:77 I m_ § i EXIST. 5 -23 I 29 LF OF TREE
rv... ...�... TOP: 222.71 __°.w m. . �
INV. IN: 219177 ; °..._ PROTECTION 1 _ t u;�
i
IN V, OUT• 218.91 ' i TRIZE x If 1 i 53 LF OF TREE
NOTES. A of ` 30 LF OF TREE PROTECTION uj
19 LF OF TREE ,, PROTECTION}
PROTECTION: ,�T tom# .i1
1. LAWNS DISTURBED BY CONSTRUCTION ACTIVITIES �_: tt CL.
BLOCK AND GRAVEL $ t EXIST. 5 -28 t i 44 LF OF TREE t
28 LF OF TREE
SHALL BE SODDED TO PROVIDE IMMEDIATE INLET PROTECTION (TYP} -t TvP: 222.54 ' _ ` uj uj
PERMANENT STABILIZATION. ALL OTHER AREAS EXIST. 18 f2CP INV. IN: 21799 _ �� � PROTECTION � I � «« xbeKKµbey as � ;1 PROTECTION .N
! « �`° INV. IN: 217 96 - - {�? i , ..,."1
NOT INDICATED AS PAVEMENT, SOD OR OTHER 4��T 4�,1 {�. INV. UU7` 2178f i,, uwry � __ -__w� fir,
IMPROVEMENTS SHALL BE SEEDED. " - �'��'"� � , =11 �� ��� L �'"
EXIST. 18 PCP 1 Q E _ . __ 80 LF OF TREE 0 Q (.1-II
r BLOCK AND GRAVEL °ti 1';ca - -_ -.
- w_ »_ w - _, INLET PROTECTION (TYP) k - 32
PROTECTION PROTECTION �rM11 >< I --
PR ON
2, WHERE INDIVIDUAL SEWER LATERALS ARE TO BE _ _ ,- -1 v Lu
EXIST. 5 -42 ti: 1 ` _ , 30 LF OF TREE d m_-_ t is 1 W
INSTALLED IN THE GRASS SHOULDER OF THE TOP: 224.04 PROTECTION _ i a,l 11 I
STREET RIGHTS-OF-WAY, ?HOSE DISTURBED INV. IN: 220.39 f ,; ' ` ` ` :� '#
°
AREAS (APPROX. 6' X18' SHALL BE SEEDED AND INV. {BUT 220.39 � � � ' X41 � � cc <
MULCHED, CD "1 A ALT DRIVE .....
�: - ��
3. WHERE EXISTING CURB INLETS ARE LOCATED IN T:
MODERATE TO SEVERE SAGS OR AS DESIGNATED ASPHALT �
BY ENGINEER OR PROJECT COORDINATOR, _ - m_ -. �_- _ i, _. !-
,
CONTRACTOR SHALL INSTALL TEMPORARY
SEDIMENT INLET FILTERS TO PREVENT PONDING
OF WATER AND NUISANCE STREET FLOODING. I ;
jp1 C♦
PAYMENT SHALL BE CONSISTENT WITH THE BLOCK � ��TT �
i ICI 5 � ' .__.:
32 LF OF TREE t�
AND GRAVEL INLET PROTECTION PREVAILING UNIT ! .1 x `" I # I
PROTECTION t +� .w� _.:.. �°� 23 LF OF TREE ' t . _ �.£� �... �_._...,�..m._.,..mm 5 t y t�
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it
21 LF OF TREE _ _ .
w�� LF O EI ;
PROTECTION jai __ PROTECTION }
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y9 {l i I
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-� EXIST. 5- 24 1 ; N� 71 LF OF TREE
� � EXIST, 5 -23 __�
1 TOP: 221.62 E PROTECTION � } 1.1.1
� � � �
INV. IN: 217.64 y � TOP: 221.71 ..., iii€ I ��f '°�� ; ° �( 2
22 LF OF TREE I i ; ; INV. IN: 218.06 , ` . IL C �
PROTECTION E ,1 i �fi l i s• INV. OUT. 218.06 � � � f 1� U.
_ }�
_-EXIST
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- _ 24 LF aF TREE r - _ _ _ _. mAi r` ti
0 PROTECTION��€
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t BLOCK AND GRAVEL , o ..
j INLET PROTEGTIONL P 1 €#s i
W t INLET PROTECTION TYP �' 31 LF OF TREE € ,
t s t t t A riA T# 1 I' 1 i } PROTECTION i ; w 11" CO
m
EXIST. 15" RCP' A9* #. 9 ( '' o
" 4 BLOCK AND GRAVEL 1 Lu
BLOCK AND GRAVEL « % �i.1 �
INLET PROTECTION (TYP} I INLET PROTECTION {TYP} 34 LF OF TREE . . - 1 25 LF OF TREE � � �I '�
�I i PROTECTION
� PROTECTION �
m 26 LF OF TREE
" PROTECTION
w
} i' °ate- �`r�r � .«•'`,... ._.w...... , «., ,_ ,.. _ , .,. „„„_, „„„„, _ ., _. � 7� #�
m w EXIST. S -30 __
- _.: c� l ft 55 LF OF TREE P� itt
EXIST. S--.31 TOP: 220,91 �
t TOP: 220.90 g � �I . INV. IN: 214.91 PROTECTION
IN V. OUT. 215.30 fNV. IN: 214.31
IN V. OUT, 214.91 24 LF OF TREE I
" a PROTECTION t 5r i w
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GRAPHIC SCALE ;.X
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ACTIVITIES SHALL BE SODDED TO PROVIDE
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OTHER AREAS # INDICATED AS PAVEMENT,
# OR OTHER IMPROVEMENTS
2, WHERE INDIVIDUAL SEWER LATERALS ARE TO
W INSTALLED GRASS SHOULDER OF
THE STREET RIGHTS-OF-WAY,
DISTURBED AREAS a ■ . . # # r SHALL 1
SEEDED AND MULCHED.
3 WHERE EXISTING . ■ ARE LOCATED
DESIGNATED IN MODERATE TO SEVERE SAGS OR AS
BY ENGINEER OR PROJECT "
COORDINATOR, CONTRACTOR
TEMPORARY TO
PREVENT . # OF WATER AND NUISANCE
STREET FLOODING. PAYMENT
CONSISTENT # AND ..
INLET PROTECTION PREVAILING UNIT PRICE.
GRAPHIC SCALE
50 0 25 50 100
(IN FEET)
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NC STATE PLANE
NAD831 NAVD88
T
t
t
T�
5
4 20 LF OF TREE
PROTECTION
f
T
EXIST. S -37 EXIST 24" RCP
TOP: 216.65 BLOCK AND GRAVEL
INV. OUT. 212.05 INLET PROTECTION (TYP)
EXIST. S -36
TOP: 215.70
• INY IN: 211.27
INV. OUT 211.05
57 LF OF TREE
PROTECTION
BLOCK AND GRAVEL
INLET PROTECTION (TYP)^
EXIST S -39
TOP. 216.73°-`
INV. OUT 213,58
EXIST 15" RCP-
29 LF OF TREE
--PROTECTIONS
i N'
\\
EXIST S -15
TOP: 226.58 � �
48 LF OF TREE �
INV IN: 21910 v PROTECTION
38LFOFTREEINV OUT` 219,78*
� \ y
° PROTECTION
�
20 LF OF TREES \
X34 LF OF TREE T
PROTECTION
T
r
MATCH LINE SEE SHEET C8
MATCH LINE SEE SHEET C5
s
BLOCK AND GRAVEL
INLET PROTECTION (TYP)
°1b, h
618-OAK EXIST. S -32
TOP: 219.25s
, ,�INV. IN: 214.75
�. w INV. OUT• 2� '�
INV. OUT." 210.60 1�a c rslr r ca.l,vY � rp
BLOCK AND GRAVEL € EXIST S -34
INLET PROTECTION (TYP) < INV. UT. 72
X18 LF OI =TREE lN�l C3UT.` 215.89
PROTECTION `" ' � +� � �
EXIST. S -33
EXIST. S -38 TOP: 220.97
TOP. 215.71 1 INV. IN: 209.49
L �" INV IN: 213.41
INV. IN: 212.68 4 IN t! IN: 214.49
INV, OUT 212.47 I INV. OUT: 209.49
BLOCK AND GRAVEL 27 LF OF TREE
INLET PROTECTION (TYP) I PROTECTION A � 1 1;
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SEINER CORRIDOR 1 -
STA. 1+84 AIIOS
OFFSET: - 10.06' - 4,
RIM: 198.84 LINK P`1�
crINV = 194.83
2
w
- I o
C13
PROP. 5 LF
OF 8" RJDIP
cr @ 1.45% SLOPE c�
3 +00
2+009, j PROP. 148 LF OF
24" STEEL ENCASEMENT w E
° WI PROP. 148 LF OF
t ' c 8" RJDI INSTALLED BY PROP. 51X10"
` RECEIVING PIT
l
'0 BORE AND JACK METHOD
� s t
Z
PROP, 4" CO
r� SEWER CORRIDOR 1 - hVCRE7F .IV ,I
STA. 1-x88 I
OFFSET: 13.01'
RIM: 199.55 r-
INV = 195.56 '
30 1PIN }1- 1
Tl
w W CONCRETE I3 11T Q
EXIST 2' P - - --------
EXIST S -107
RIM. .202.51 - o I
INV. 6" PVC N: 192.55 -. � °
INV 6" PVC SE: 192.55 '' o o `° tj
ui cy
;
INV 4 PVC S: 193.25 ... � ,�,, I co .� p i�,, ~�
c1 04 1k
INV OUT• 192.53 c i ,w,
_, w_ C I U O t s 13 SEE SHEET C12 -
`.
MH1C}'J to -4- ww_. ..:
_.
SEWER CORRIDOR 1 -STA. 0+00 = N 1 Uj 6 aI
5' DIA. MANHOLE Wt ._ 2J ' LZ
CAM LOCK RING & COVER I
4 21 1 rs -° 216_-
RIM : 202.51 `� �x-
INV IN = (N) 192.63
INV IN = (N) 192.55. '. 216
INV IN = (SE) 192.55,x~
INV IN = (S) 19125
INV OUT = 192.53 3 ' ' -
�` ' at. ct R SEE SHEET C11
Lj :5'0 00 LEGEND
u
V I PROP. MH 8
SEWER CORRIDOR 1 - STA. 3 +36
CHILTON DR 2 - STA. 2 +55
15' DIA. MANHOLE W1
i' STANDARD RING & COVER
W11 -8 "" DROP STRUCTURE I
�i �
II I Wi 1-4 "" DROP STRUCTURE O w
All RIM: 210.64 � 0
11 I INV IN = (S) 203.13 I
op
"INV IN = (N) 196.10 ¢
INV IN = (E) 207.07 c�
INV OUT= 196.00 -! Y
I CONTRACTOR SHALL LOCATE BOTH � � C"
EXISTING WATER SERVICES PRIOR ,,.,_„_,3
I TO BORE AND COORDINATE WITH
v AQUA ON RELOCATION OF BOTH
T' EXISTING WATER SERVICES SO THEY
L"'0k 1 ARE NOT IN CONFLICT WITH
RECEIVING PIT. RELOCATION OF
WATER SERVICES SHALL BE
COMPLETED PRIOR TO BORE AND 0 I
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PROP. 14 LF
11
I
OF 8" RJDIP _
PROP. TEMPORARY
@ 1.45% SLOPE I
INV IN = (S) 206.85
I #I3 OAK
S
z
Ln L
co
z
C+I
MO 0
WATER METER
4
x 'T
m �
PROP. 4" CO
4." DIP
\ PROP. 20'X30'
r4j
ENTRY PIT
+ -
k c.
0
-
PROP. MH 3
SEE GEOTECHNlCAL
4
MWER CORRIDOR I - STA. 1 +69
PROP. MH 5
5' DIA. MANHOLE WI
INV = 210.92
CAM LOCK RING & COVERf
.l
RIM: 197.89
x
INV IN = (NE) 194.59
PERMANENT EASEMENT
INV IN = (E)193.5$
--
INV IN = (E) 195.22`
J >
INV OUT= 193.48
h .
TELEPHONE PEDESTAL
`�2 cz
RECEIVING PIT
Ici;
0.129 ACRES OF
L
CLEARING AND GRUBBING,
PERMANENT EASEMENT
0
20' PERMANENT!
I
er°s
- G -
EASEMENT
UNDERGROUND GAS
EI
``
a:
�# 00,
MAILBOX
APPROVED BY PWC PROJECT COORDINATOR. IN THE
°--•4" DIP
" 0
0.109 ACRES OF
mr
CLEARING AND GRUBBING,-/
# I
TEMPORARY EASEMENT
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY
- -� - W
--
UNDERGROUND TELEPHONE
141
i
REMOVE EXISTING 4'
R
DIA, MANHOLE AND
?
REPLACE WITH A 5' DIA.
--
MANHOLE (SEE NOTES FOR
0
PROPOSED MANHOLE #1) ;
SEINER CORRIDOR 1 -
STA. 1+84 AIIOS
OFFSET: - 10.06' - 4,
RIM: 198.84 LINK P`1�
crINV = 194.83
2
w
- I o
C13
PROP. 5 LF
OF 8" RJDIP
cr @ 1.45% SLOPE c�
3 +00
2+009, j PROP. 148 LF OF
24" STEEL ENCASEMENT w E
° WI PROP. 148 LF OF
t ' c 8" RJDI INSTALLED BY PROP. 51X10"
` RECEIVING PIT
l
'0 BORE AND JACK METHOD
� s t
Z
PROP, 4" CO
r� SEWER CORRIDOR 1 - hVCRE7F .IV ,I
STA. 1-x88 I
OFFSET: 13.01'
RIM: 199.55 r-
INV = 195.56 '
30 1PIN }1- 1
Tl
w W CONCRETE I3 11T Q
EXIST 2' P - - --------
EXIST S -107
RIM. .202.51 - o I
INV. 6" PVC N: 192.55 -. � °
INV 6" PVC SE: 192.55 '' o o `° tj
ui cy
;
INV 4 PVC S: 193.25 ... � ,�,, I co .� p i�,, ~�
c1 04 1k
INV OUT• 192.53 c i ,w,
_, w_ C I U O t s 13 SEE SHEET C12 -
`.
MH1C}'J to -4- ww_. ..:
_.
SEWER CORRIDOR 1 -STA. 0+00 = N 1 Uj 6 aI
5' DIA. MANHOLE Wt ._ 2J ' LZ
CAM LOCK RING & COVER I
4 21 1 rs -° 216_-
RIM : 202.51 `� �x-
INV IN = (N) 192.63
INV IN = (N) 192.55. '. 216
INV IN = (SE) 192.55,x~
INV IN = (S) 19125
INV OUT = 192.53 3 ' ' -
�` ' at. ct R SEE SHEET C11
Lj :5'0 00 LEGEND
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V I PROP. MH 8
SEWER CORRIDOR 1 - STA. 3 +36
CHILTON DR 2 - STA. 2 +55
15' DIA. MANHOLE W1
i' STANDARD RING & COVER
W11 -8 "" DROP STRUCTURE I
�i �
II I Wi 1-4 "" DROP STRUCTURE O w
All RIM: 210.64 � 0
11 I INV IN = (S) 203.13 I
op
"INV IN = (N) 196.10 ¢
INV IN = (E) 207.07 c�
INV OUT= 196.00 -! Y
I CONTRACTOR SHALL LOCATE BOTH � � C"
EXISTING WATER SERVICES PRIOR ,,.,_„_,3
I TO BORE AND COORDINATE WITH
v AQUA ON RELOCATION OF BOTH
T' EXISTING WATER SERVICES SO THEY
L"'0k 1 ARE NOT IN CONFLICT WITH
RECEIVING PIT. RELOCATION OF
WATER SERVICES SHALL BE
COMPLETED PRIOR TO BORE AND 0 I
zt: III `►I j JACK. m z b 0
m 3 laJ „_I
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I `a OW +$
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PROPOSED SEWER La ■
I
N
I
rn
rry
ox
�r
rn
0 14
i*
r` C,'YAI' 4
T
4
SEE SHEET C12
Li
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PROP. MH 4 p
F x '" -SEWER CORRIDOR 2 - STA. 0+00 �
In
0 '"� CHILTON DR 2 -STA. 1; +77
0 c1 V DIA. MANHOLE W1
STANDARD RING & COVER t"
0 WI I -S" DROP STRUCTURE
�. WI 1 4" DROP STRUCTURE
RIM: 211.53
INV IN = (N) 20474 i
-° INV IN = (E) 198.31
I INV IN = (W) 205.06
d INV OUT = 19811
-r
I
l
I �
w
i
w Li
4' CHAIN
2A0, -
i 10'TEMPORARY
CONSTRUCTION
EASEMENT
A 'HALT I3RAf � I
I € 0 �h
t z �! .
0
7 aw a � 0)
co p ¢ Z�'
WOO
PROP. 4" CO O r d
SEWER CORRIDOR 2 - cs'
I
STA. 1+70 PROI'.20'X30'
BV PROP. 5'X10' OFFSET: - 14.99' ENTRY PIT
RECEIVING PI'
'4A 6 RIM: 213.94-
10' TEMPORARY INV =209.98Y
CONSTRUCTION -
EASEMENT M O .
V. T DRI
i�
1
fi
4
2
3 ,
tt C
t
I
PROP. MH 65
SEWER CORRIDOR 2 - STA. 1 +80
V DIA. MANHOLE W1
CAM LOCK RING & COVER
W/ 4-4" DROP STRUCTURE
_RIM: 21335
a I
11
I
4 a
PROP. TEMPORARY
zI
0
INV IN = (S) 206.85
I #I3 OAK
S
O
PROP, SEWER LINE, CLEAN OUT & MANHOLE
II
.
2
WATER METER
INV OUT = 199.21
x 'T
m �
PROP. 4" CO
V
SOIL BORING LOCATION
r4j
-
+ -
k c.
0
-
PROPOSED SEWER La ■
I
N
I
rn
rry
ox
�r
rn
0 14
i*
r` C,'YAI' 4
T
4
SEE SHEET C12
Li
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PROP. MH 4 p
F x '" -SEWER CORRIDOR 2 - STA. 0+00 �
In
0 '"� CHILTON DR 2 -STA. 1; +77
0 c1 V DIA. MANHOLE W1
STANDARD RING & COVER t"
0 WI I -S" DROP STRUCTURE
�. WI 1 4" DROP STRUCTURE
RIM: 211.53
INV IN = (N) 20474 i
-° INV IN = (E) 198.31
I INV IN = (W) 205.06
d INV OUT = 19811
-r
I
l
I �
w
i
w Li
4' CHAIN
2A0, -
i 10'TEMPORARY
CONSTRUCTION
EASEMENT
A 'HALT I3RAf � I
I € 0 �h
t z �! .
0
7 aw a � 0)
co p ¢ Z�'
WOO
PROP. 4" CO O r d
SEWER CORRIDOR 2 - cs'
I
STA. 1+70 PROI'.20'X30'
BV PROP. 5'X10' OFFSET: - 14.99' ENTRY PIT
RECEIVING PI'
'4A 6 RIM: 213.94-
10' TEMPORARY INV =209.98Y
CONSTRUCTION -
EASEMENT M O .
V. T DRI
i�
1
fi
4
2
3 ,
tt C
t
I
PROP. MH 65
SEWER CORRIDOR 2 - STA. 1 +80
V DIA. MANHOLE W1
CAM LOCK RING & COVER
W/ 4-4" DROP STRUCTURE
_RIM: 21335
77-711
11
I
INV IN = (E) 199.31
INV IN = (NW) 209.62
PROP. TEMPORARY
i
INV IN = (S) 206.85
w�4
S
INV IN = (SE) 209.28
PROP, SEWER LINE, CLEAN OUT & MANHOLE
" RJDIP
SLOPE
INV IN = (N) 210.57
0
WATER METER
INV OUT = 199.21
x 'T
PROP. 4" CO
V
SOIL BORING LOCATION
SEWER CORRIDOR 2
-
+ -
STA.1 +88
W
-
OFFSET: - 15.10'
SEE GEOTECHNlCAL
SEE SHEET C15
RIM: 214.92
PROP. MH 5
r
INV = 210.92
-M
0.160 ACRES OF
T
REPORT
CLEARING AND GRUBBING,
ELECTRIC TRANSFORMER
PERMANENT EASEMENT
- - - 5S - -
--
C10 NC 'ET Dih
J >
APPROXIMATE EX.
PROP. 5'X10' `
TELEPHONE PEDESTAL
`�2 cz
RECEIVING PIT
W11 -8" DROP STRUCTURE
WATER LINE & VALVE
L
SEPTIC TANK LOCATION
0
20' PERMANENT!
I
CONFLICT SEPARATION REQUIREMENTS ONLY WHEN
- G -
EASEMENT
UNDERGROUND GAS
EI
``
-0
MAILBOX
APPROVED BY PWC PROJECT COORDINATOR. IN THE
°--•4" DIP
LQ
UNDERGROUND ELECTRIC
+00 y
p v} _ 3 +4
,�€ U w d'.1 0 i �� -212 � - 1 +00 � 4" DIP t, 'INK FEN
J
R3 � �
7 f 4 rsa CJi PROP. 153 LF OF rr'I�i€ t l F1r �t c> PROP. 146 LF OF
" 24 STEEL ENCASEMENT Nr
c) < "_ X24" STEEL ENCASEMENT
'I'll UNKNFU
NISTC I?PI WI PROP. 153 LF OF _ �a. _ W1 PROP. 146 LF OF
. 8" RJDI INSTALLED BY ; ° -�.�� 1­­­­_8" RJDI INSTALLED BY
PROP. 13 LF C) BORE AND .SACK METHOD TCE _.. � i BORE. AND JACK METHOD
A;1At OF 8" RJDIP . + I� ST
old � I .....,.mx._.,_„„,. � @ fJ.50 ° #o SLOPE /��^��'` .. � { ___ � I - E5( 00
:� C14 z
' 00-- Q ''1 a 301 PERMANENT - I I 10' TEMPORARY I
� > ,, 1 1MAG I 20' PERMANENT c,�` -, �„' � EASEMENT 0 - I CONSTRUCTION
w ,. _ _., [ EASEMENT EXIST S -4
C9 I' �. wz ,, o= I I EASEMENT
w I 1` 0) 0 0) PROP. 17 LF TOP: 213.72
c ,- a c0 " INV. IN: 210.12
00 �¢, cs� OF 8" RJDIP� INV OUT. 210.12
# 6 C� _ ___ + a 0 p3 0.50% SLOPE I
SEE SHEET C12 - -•:- EXIST 15" RCP
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EXIST 30 „ RCP _
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TOP. 213.72
I EXIST S -6 of 0 tE INV. IN: 209.37
_ ...._ TOP: 208. 75 ¢ _.. _ 0 I INV. IN: 210.12 BV
C0CREYE RI6 INV IN: 202..32 � n I �r 1
', < ` O o w, I INV OUT' 2[79.15
I COO I _ _ . Q INV. OUT 202.32 z_ > a
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TOP: 20785 PROP. 4" CO -
EXIST. 30" RCP 1 INV OUT' 201.01 PROP. 4" CO SEWER CORRIDOR 2 _
SEWER CORRIDOR 2 - STA. 1 +93 '
I -
77-7-- w_ STA. 1 +76
a __.___.._,._._..__,- ..�..� � � � I OFFSET: 14.92' .SEE SHEET C15 -
EXIST 30 RCP EXIST. S -8,0 "' EXIST 30 RCP OFFSET: 15.05' A 0 I p z w ti RIM: 213.68 TOP: 207.61 -� _ I;II RIM: 212.71 (n � INV = 209.68 INV IN: 200.01 - -- r INV = 207.16 p'? X LO ¢ I er H
r I INV OUT 199..70 F CI T� , I awe ' €
--- - ----
----
PROP. EASEMENT
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-
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TO AVOID CONFLICT WITH EXISTING UTILITIES
- - I-Q -
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INV IN = (N) 207.29
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.-
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AB RELOCATION OF WATER SERVICES
LT DRIVE SHALL BE COMPLETED PRIOR TO BORE
4
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SEPTIC FOR PROPOSED +
CONTRACTOR SHALL REPAIR ANY DAMAGE SEPTIC SEWER SERVICE COMMUNITY
i CHURCH FACILITIES, 1342 CHILTON DRIVE AND 4
DRIVE SHALL BE
TANK AND/ OR DRAIN FIELD, TO EXISTING OR BETTER MAINTAINED a x TIMES DURING CONTRACTOR SHALL PROVIDE TEMPORARY LATERALS a
GRAPHIC SCALE
CONDITION a i IN a ! i h , LOCAL CLEANOUTS AND TEMPORARY * LATERALS AT f SUITABLE DISTANCE DOWNSTREAM OF EXISTING
! ® � ! � II� ! 40
MANHOLE TEMPORARY a . SHALL BE ROUTED ARE OUTSIDE AREA O AND WILL
AND REGULATIONS, IMMEDIATELY ■ NOT BE CONFLICT WITH THE INSTALLATION O O* DIAMETER MANHOLE AND NEW SEWER
OCCURRENCE OF DAMAGE D ' CONSTRUCTION MANHOLE MANHOLE 5-FOOT DIAMETER
!
MANHOLE PROPOSED MANHOLE AND SEWER SHALL IIIIIIII�
OF SEWER IMPROVEMENTS. w a , w SHALL
i ■ AND HAUL SEPTIC CONTENTS a a w FROM NEW INSTALLED. 5-FOOT DIAMETER MANHOLE LATERAL INSTALLED. O r MAIN,
DURING THE INTERIM BETWEEN SEPTIC SYSTEM MANHOLES AND LATERALS IN ACCORDANCE WITH PWC REQUIREMENTS. WHEN SEGMENT BETWEEN NEW MANHOLE #1 VERT.: I Inch= 4 ft,
D:
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215
210
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195
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OCCURRENCE OF DAMAGE D ' CONSTRUCTION MANHOLE MANHOLE 5-FOOT DIAMETER
!
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OF SEWER IMPROVEMENTS. w a , w SHALL
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20130147.00.8

CHILTON DR I - STA. 7+69
4'DIA. MANHOLE W/
STANDARD RING & COVER
RIM: 21612
INV IN = (W) 209.47
INV OUT = 208.47
CONTROL POINT # 8
(PK NAIL SET)
NORTH- 467817.55
EAST'=1994274 ,67
ELEVATION - 216.29
PROJECT SIGN
F� 1-, =216,82
TCE
TCE TCE TCE TICE TCE
TCE N
TCE TCE E ......
WILLIAMS, JOHN L \
Al 0
7
& WIFE LORETTA FAYETTEVILLE METROPOLITAN USHER, DENNIS R
LINDSAY, DARIN A & WI
K,
001382 CHILTON DR 9496- "-1111- 001366 CHILTON DR
FE 001,378 CHILTON DR 001374 CHILTON DR & WIFE KIM M CORRELL, V C
9496-48-1033- PRICE, KAZUMI K T 001362 CHILTON DR HUNT, ELLS L
9496-47-1955- 9496-48-0266- 94 6-48-0344- WIFE GLADYS L EDWARDS, EUGE
11386 CHILTON DR 001370 CHILTON DR A- 'ARP�,, T
IORTH, JOSHUA T GUERRIER, MANNO & WIFE CARP
001358 CHILTON DR 001354 CHILTON DR & WIFE MARIA A FERGUSON, LORENZO SEE SHEET CIO
3496-47-1884- 9496-48-0188- 9496-48-0432- F 9496-48-0500- 001350 CHILTON•,, D & WIFE
9496-38-954§ 001346 CHILTON DR GRANT, GREGORY A
',7 4----9496-38-9 HEIRS
666- 001342 CHILTON DR
R', L 9496-38-9744-
>
PROP. 4" CO 4 z
CHILTON DR 1 4 PROP. 4"CO L SPLIT LEW,
STA. 7+69 S, I 557DRY CHILTON �­ab
vwx 8i.rx" X BRISK 01 `0 BRICK BLDG
is. �3 OR. I STORY, FF=222,40 STA. 1+78 0 G SPIIJ i -04 L0010ER LEVEL FF
27,13' 1 STORY I STOP, y I STORY BRICK _T, 8RCK a_0G h (,'0- N07E 6,'
BR/cR, RLD�11 RRICK Al"100 OFFSET: 27-82' BRICK OLDC,
f�F =220,79 F f. 222, 2 *7
FF=218�06 IM To��u =�_
INV 210,01 FF =21758 \t Ff R 21 9.37 f °3.= 219, 3O INA
F =21A 90
PROP, 4" Co j T_
Oj
PR PROP. 4" CO 4"CO PROP, 4" CO INV 213.37
CHILTON DR 1 - CHILTON DR I - CHILTON DR 1 - CHILTON DR 1
% I % IL " k 11 �, 1�'k
CHILTON DR I ..... . CHILTON DR I - STA
4+60 PROP- 4" CO - EXISTING SEWER
STA. 6+59
STA, 6+38 STA. 5+48 STA. 3+97 STA. 0+91 CHILTON DR I - SEE SHEE
1
SERVICE ALREADY
OP 4"CO PROP j PROP. 4" C
OFFSET: IM. RRICK BLDG BRICK �LDG ILDG
R 216.p1 1 - i
OFFSET: 27.29, OFFSET: 27.40- OFFSET: 27.51' OFFSET: 27.58' CHILTON OR 1 STA. 0+10
STA. 3+09 OFFSET: 27.91' PROVIDED
OFFSET: 27.27' RIM: 2%59 �5 RIM: 218.60 11 OFFSET: 27.99'_1 EXISTING SEWER
RIM: 219.01 RIM: 217.79
RIM: 216.57 RIM: 217.45 48 OFFSET: 27.68, RIM: 216A
INV 210.59 INV 212,60 4
v9 ALREADY B\,
I INV 213.01 9�82 INV = 211.79 SERVICE
,y TZ g INV 210.57 INV 211.45 12, RIM: 21 IM A
il INV 210.46 PROVIDED
i9 INV 213.82
I 4�z 2, !�a_4 I
TW
T\L
81 IF PROP. 255 LF
PROP. 389 LF
OF 8" SDR 26 PVC
7+ ©0 1+00
@ 0.50% SLOPE 9
CL 0. OF 8" SDR 26 PVC
OF 8" SDR 26 PVC SLOPE 4t
J- I t4 @ 0,50% SLOPE
�r CHILTON DRIVE L3+00 CHILTON DRIVE 'T 1 11 1
mod V)
_u I v 4 -
7+69 F7+00- 6+0 -6 r, b+uu 4+00 +00 1 +uv 0
6 0 >
> > Vv
I CL
A I
Ia. IL
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ET' 27""
,M, 1
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2 J60
8
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N 2 2,60
.. .........
L
'6 4 44411 "
10 6
4
F S� R26
O'So/
SLC
0
00 @
D, 0
Cs PROP 4 CO
CHILTON DR 1
3
PROP. EASEMENT
cx, WTH v A
INV = 214,74
PROP. SEWER LINE, CLEAN OUT & MANHOLE
0
-
PROP. 4" CO
SOIL BORING LOCATION
SEE GEOTECHNICAL
P t1fAW1
PROP. 4" CO
M
8 =
REPORT
STA. 7+10 ZE
OFFSET: -28.79' CHILTON DR I -
ELECTRIC TRANSFORMER
R-1
I- i CHILTON DR I -
APPROXIMATE EX.
-
7b
G
STA, 6+27 V�5
�t
STA. 5+53
001365 CHILTON DR
UNDERGROUND ELECTRIC
- U T
RIM: 21&69
INV =21t69 OFFSET: -28.72'
UNDERGROUND TELEPHONE
OFFSET -28.63'
UNDERGROUND FIBER OPTIC LINE
PROP. 4" CO
�Tvrl� �.�VN_v
RIM: 217.55
TELEVISION PEDESTAL
RIM: 218-29
LANDSCAPE
CHILTON DR 1
BUSH
INV 212,55
SIGN
[011
1 'INV = 213.29
INV
INVERT
STA.7+69
s 10P.11 I
I STORY
a
I STORY
LU
OFFSET: -28.83'
BRIaK BLOC
MCC
BRICK BILD13
RIM: 216.41
%­220,30
F
INV = 211.41
yw
JOHNSON, RAY 6211
001385 CHILTON DR ------
f
9496-47-3970-
rte= YOUNG, IDRENA
001381 CHILTC DR SECRETARY OF E JONES, EDWARD N
9496-48 -3041- VETERANS AFFAIRS & WIFE MARGARE
001377 CHILTON DR 001373 CHILTON DR
9496-48-3028- 9496 -48-3106-
LEGEND
E'm
gm
215
205
ti
195
so-
PROP. 4" CO
CHILTON DR I -
STA, 4 +13 R;
OFFSET: -28.47'
RIM: 219.60 PROP, 4" CO
INV 214.60 'CHILTON DR 1
TORY STA. 3 +883
'
PROP MH 7
CHILTON OR I - STA. 3+81
WDIA. MANHOLE WJ
STANDARD RING & COVER
RIM: 219.45
INV IN = (8) 206.53
INV OUT = 206.43
8RI(,K BW'6 OFFSET. -28.46�
PROP, TEMPORARY
PROP. EASEMENT
ELECTRIC VAULT
INV = 214,74
PROP. SEWER LINE, CLEAN OUT & MANHOLE
0
-
PROP. STORM DRAINAGE
SOIL BORING LOCATION
SEE GEOTECHNICAL
t>4
PROP. WATER LINE & METER
8 =
REPORT
SS
ELECTRIC TRANSFORMER
SANITARY SEWER LINE & MANHOLE
APPROXIMATE EX.
(44
WATER LINE & VALVE
G
SEPTIC TANK LOCATION
UNDERGROUND GAS
POST
001365 CHILTON DR
UNDERGROUND ELECTRIC
- U T
MAILBOX
UNDERGROUND TELEPHONE
- FO
UNDERGROUND FIBER OPTIC LINE
TV
FIRE HYDRANT
UNDERGROUND TELEVISION CABLE LINE
TELEVISION PEDESTAL
0
LANDSCAPE
E'm
gm
215
205
ti
195
so-
PROP. 4" CO
CHILTON DR I -
STA, 4 +13 R;
OFFSET: -28.47'
RIM: 219.60 PROP, 4" CO
INV 214.60 'CHILTON DR 1
TORY STA. 3 +883
'
PROP MH 7
CHILTON OR I - STA. 3+81
WDIA. MANHOLE WJ
STANDARD RING & COVER
RIM: 219.45
INV IN = (8) 206.53
INV OUT = 206.43
8RI(,K BW'6 OFFSET. -28.46�
PROP, TEMPORARY
F r:- ?22,.3 RIM: 219.74
ELECTRIC VAULT
INV = 214,74
CONSTRUCTION EASEMENT
0
-
STA.3+04
SOIL BORING LOCATION
SEE GEOTECHNICAL
t>4
WATER METER
IRRIGATION VALVE
8 =
REPORT
all
ELECTRIC TRANSFORMER
001369 CHILTON DR
APPROXIMATE EX.
(44
TELEPHONE PEDESTAL
BAKER, CURT]
SEPTIC TANK LOCATION
0
POST
001365 CHILTON DR
CONCRETE MONUMENTS
a
MAILBOX
0
IRON PIPE FOUND
LIGHT POLE
FIRE HYDRANT
MCKINLEY, MONICA R
TELEVISION PEDESTAL
0
DRAINAGE MANHOLE
BUSH
_u__
SIGN
[011
DROP INLET
INV
INVERT
F.F.
FINISH FLOOR
E'm
gm
215
205
ti
195
so-
PROP. 4" CO
CHILTON DR I -
STA, 4 +13 R;
OFFSET: -28.47'
RIM: 219.60 PROP, 4" CO
INV 214.60 'CHILTON DR 1
TORY STA. 3 +883
'
PROP MH 7
CHILTON OR I - STA. 3+81
WDIA. MANHOLE WJ
STANDARD RING & COVER
RIM: 219.45
INV IN = (8) 206.53
INV OUT = 206.43
8RI(,K BW'6 OFFSET. -28.46�
i
F r:- ?22,.3 RIM: 219.74
RRICK LPL t
INV = 214,74
EF=222,37
CHILTON DR I
-
STA.3+04
II------
BROCK, DALLAS
RIM: 220.26
8 =
& WIFE BETTY H
all
f s TORY
001369 CHILTON DR
Su' )o
W
9496-48-2284-
BAKER, CURT]
m
& WIFE CHONG SIN
m
001365 CHILTON DR
Iris
9496-48-2362-
5�:
'o uj
T
uj
11-1
MCKINLEY, MONICA R
AQUINO, EFRAIN'
001361 CHILTON DR
949§ -48 -2440
0
R
P P 4" CO
CHILTON DR 1 - 11-D
STA. 2+24
OFFSET:
- 28.2$' 7'Fl
RIM. 219,76
INV =214.76
I s TOR Y
&RICK 3--idC
FF -223,37
SKONIECKI. ANT'K FREDERICK
001357 CHILTON DR
9496-4 2428-
1 1
TORRES-PEREZ, PUSHPARCHIANA ORGANIZATION
IWARINN
ad IWWA I wwA
'
PRO
CHILTON DR I PROP. 4" CO
STA, 0+81
OFFSET: -28,14'
RIM: 218.30
INV = 213,30
.......
1
r %:,°
81-06
z nq
PROP. 4" CO
'HILTON DR I -
STA. 0+64
)FFSET: -28-13'
RIM: 218.03
INV = 213.03
IMELDA S
061353 CHILTON DR
9496-44-2596-
i.
r-
rn
Im"
SEE SHEET C11
i sl
pr7l.. DO
F -
PROP. MH 2
CHILTON DR I STA. 0+00
CHILTON DR 2 - STA. 0+00
4'DtA, MANHOLE W/
STANDARD RING & COVER
RIM: 216,20
INV IN = (S) 204.51
INV OUT = 204,41
COBURN, PATRICIA 1
001349 CHILTON DR
9496-48-1674-
LAKHIANI, GARY
STEWART, CRYSTAL D
001345 CHILTON DR
9496-48-1752-
CHILTON DR I=
SCALE: HOR 1"=40'; VERT 1 " =4'
225
220
215
210
205
PROP. 4" CO
'CHILTON DR 2 -
;STk 0+77
OFFSET: 28.06'
1RIM: 215.63
INV = 210,63
I STORY
BRICK RLOG
FF=221.05
WILLIAMS, CATH
HAYWARD
001341 CHILTC
9496-48-18
GRAPHIC SCALE
40 0 20 40 80
(IN FEET)
HORIZ-: I inch= 40 t
VERT,: I inch= 4 ft.
NC STATE PLANE
NAD83, NAVD88
E
PROP. 4" CO
rn
CHILTON DR I
-
STA.3+04
a,
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OFFSET: -28.36' X,
RIM: 220.26
8 =
INV ;-- 215.26
all
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AQUINO, EFRAIN'
001361 CHILTON DR
949§ -48 -2440
0
R
P P 4" CO
CHILTON DR 1 - 11-D
STA. 2+24
OFFSET:
- 28.2$' 7'Fl
RIM. 219,76
INV =214.76
I s TOR Y
&RICK 3--idC
FF -223,37
SKONIECKI. ANT'K FREDERICK
001357 CHILTON DR
9496-4 2428-
1 1
TORRES-PEREZ, PUSHPARCHIANA ORGANIZATION
IWARINN
ad IWWA I wwA
'
PRO
CHILTON DR I PROP. 4" CO
STA, 0+81
OFFSET: -28,14'
RIM: 218.30
INV = 213,30
.......
1
r %:,°
81-06
z nq
PROP. 4" CO
'HILTON DR I -
STA. 0+64
)FFSET: -28-13'
RIM: 218.03
INV = 213.03
IMELDA S
061353 CHILTON DR
9496-44-2596-
i.
r-
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Im"
SEE SHEET C11
i sl
pr7l.. DO
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PROP. MH 2
CHILTON DR I STA. 0+00
CHILTON DR 2 - STA. 0+00
4'DtA, MANHOLE W/
STANDARD RING & COVER
RIM: 216,20
INV IN = (S) 204.51
INV OUT = 204,41
COBURN, PATRICIA 1
001349 CHILTON DR
9496-48-1674-
LAKHIANI, GARY
STEWART, CRYSTAL D
001345 CHILTON DR
9496-48-1752-
CHILTON DR I=
SCALE: HOR 1"=40'; VERT 1 " =4'
225
220
215
210
205
PROP. 4" CO
'CHILTON DR 2 -
;STk 0+77
OFFSET: 28.06'
1RIM: 215.63
INV = 210,63
I STORY
BRICK RLOG
FF=221.05
WILLIAMS, CATH
HAYWARD
001341 CHILTC
9496-48-18
GRAPHIC SCALE
40 0 20 40 80
(IN FEET)
HORIZ-: I inch= 40 t
VERT,: I inch= 4 ft.
NC STATE PLANE
NAD83, NAVD88
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JACKSON, RODERICK J
�9, CUMBERLAND CUMBERLAND
HAYES, JUNIUS B
KING MODEL 001311 WORSTEAD DR
0 COUNTY COUNTY HOMES INC N/A 9496-39-6244-
9
9496-39-7132- PROP, MH 4
N/A N/A N/A
9496-38-8817- 9496-38-7995- 49�-39-7073- CHILTON DR 2 - STA. 6+77 ARMSTRONG, JAMES E
er _41 SEE SHEET C26 �%z
0 UkK
MCKAY, RODNEY - STA. 0+00
jr SEWER CORRIDOR 2 RIFFLE, ST
S
& WIFE VDIA. MANHOLE W/ OKUEY E 11 ROBERT EARL i �7I r & USBAND
-w BETTY WILLIAMS & WIFE BRENDA B STANDARD RING & COVER 001304 CHILTON DR FOSTER, ROB
BASS, B 001322 CHILTON DR RILEY, EUGENE W 001310 CHILTON DR 9496-39-7434-
911 V LEARY, DANIEL 01326 CHILTON DR 9496-39-8123- .001318 CHILTON DR W/ 1-8" DROP STRUCTURE 9496-39-7357- 001302 CHILTON DR i _006702 INTERBAN DR
DWARDS, EUGE.k 2U L P I x
& WIFE MARIA E SHEET C1 0 WIFE MILDRED 9496-39-8046- EXIST. S-7 9496-39- 201- 4" DROP STRUCTURE 9496-�9-7504- 9496-39-61D 1
DR RO PROP. 4" CO
& WIFE 1:HENS, TOP: 20766 RWiM�: 211 .53
A FERGUSON, frf%vu1>uN LORENZO STE 001330 CHILTON
)01350 CHILTON, DR\ C'4 WILBERT I & WIFE 9496-38-8977- CHILTON DR 2 -
GRANT, GREGORY A
9496-38-9518' 001346 CHILTON DR I-INV IN: 199.70 INV IN = (N) 204.74
PROP. 4" CO STA. 8+44
-214
HEIRS Wwoo 80. DI
000 p! D'� 0013.34 CHILTON DR IN 199.70
---,9496-38-9666- INV IN = (E) 198-31 CHILTON DR 2 - OFFSET: ��18,45'_j IL
30 ��8 4 sp, f T
�2­ 9496-,38-8990- V OU
001342 CHILTON DR SUTTON, JERRY PROP. 4�co INV IN = (W) 45�06 STA. 65+78 RIM: �3 BRICK 60,3
21 _q
9496-38-9744- 001338 CHILTON DR­ CHILTON DR 2 - OFFSET: -2 . INV 213.31 LOrR LEVEL F F,
INV OUT 198 835, 1111
m-
9496 -38 -9802- f 5 TOR Y STA• 5+25
RIM: 211-63
'j BRk"K ffoG OFFSET: -28-24' •
INV 205,63 VEL PROP. NIH 9
SPICK F. F =209, 10 N RIM: 207.65 SPt LEVEL &RICK s
LE
SPLIT LEVEL _F CHILTON DR 2 - STA. 10+49
17 EXIST. S-8
6, SLI06 "ICK B"'
emn BLL BRICK 8LD6 INV 199�65 RLL 0 F: F =2 16, 72 Rh OG A� 4'DIA. MANHOLE W1
x N SpLi, �,q ',� I )I �.11111 I I I f�
STORY L 0;�Sq L"IELI PR MHO 207.61 BRICK
1K TOP. I 5,-OR Y M 'Ift F F: "'Y =2pl, go C_ 0 STANDARD RING & COVER
L A OKER ff"VIV TY: IN V ft 200.01
BRICK 3L "C IVEL _r. (SEE NOFE 6,,' CHILTON DR 2 STA. 2+55 141, Es LEVE, FFj
PROP. 4" CO
r PRO akla m-LIG
_�,201_,5 P_ 4" CO,
WA CCESSIBLE (SEE NOTE 6) SEWER CORRIDOR I -STA. 3+36 IAIAI!CL E
F F. 219-30 INV OUT. 199-70 9, 5 (SE K) TF 6) PROP. 4" CO SEE NOTE 2, TYP m RIM: 227.85
c CHILTON DR 2 L,,,CHILTON DR 2 INV: = (N) 211.81
'k6p� 1 4 VDIA. MANHOLE W! STA. 4+07 .1-1 PROP 4"CO PROP. PIPE COLLAR STA, 6+04 CHILTON DR 2
P "CO STANDARD RING & COVER CHILTON DR 2 -
INV OUT = 21111
CHILTON DR I SEE SHEET C12 EXISTING SEWER I-OFFSET. -21-11' STA .4 +90 FCOF STD DR-10 OFFSET. SAIIDERS DARRELL 8 STA. 7+69 CONTROL POINT # 10
SERVICE ALREADY W/ I-fl" DROP STRUCTURE RIM. 208 RIM 209 7 WIFE OFFSET: -28.41'
203-07 i�; 0
SEE SHEET CIO 60 �28.30'
STA. 0+10 4" DROP STRUCTURE, OFFSET: -28.21' BV (PK NAIL SET)
0.64 RIM: 207.55 131 CHILTON DR RIM: 215,96,
INV 209.96"
PROVIDED W' INV �_200-60 INV
OFFSET: 27 99' EXISTING SEWER RIM: 2 1�1 z NORTH=469677.13
RIM: 216A4 SERVICE ALREADY INV IN (S) 203.13 NV 200.56 - y A. 1993747.29
BV zk 1, �t!
�C'>
INV 210.46 �v -�ATION=22T(3u
PROVIDED INV IN (N) 196. 10 1
jBVj wv]
INV IN (E) 207,07 FBv ,\ - ----- -rom F4 -
INV OUT '196.00
TV -rx i - w
bk�
h;kT
T!
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PROP, 255 LF ------ . ... ... .. .. ... ... . . OF 8" SDR 2 sr j —EXIST 30" RCP rs PVC
11+0( Lu
OF 8" SDR 26 PVC CD
1 +U 2+0 210 ,--3+00- _4+00 7t 5+ Oi— 6 7+00 8+0b _9+00 1� 0+
@ 0.50% SLOPE @ 1 88% SLOPE it I _T_T owl
0) 1. s Z:>
7= I r t t +
0 CHILTON DRIVE
DR Q >
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LU
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0+ 0
CHILTON tIVE
Fula- v
F-
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411 ROP. MH 2 Co PROP 4" 4" CO
ROP, 4" CO PROP. 4" CO, 4 CO CHILTON DR 2 2`10
CHILTON DR 2 PRO
CHILTON DR I -STA. 0+00 0i CHILTON DR 2 PROP. 4" CO PROP, 4" CO
CHILTON DR 2 -STA. 0+00 CHILTON DR 2 STA. 1+65 CHILTON DR 2 CHILTON DR 2 STA. 7+74 STX 9+32 PROP, 4" CO
0+77 STA, 2+45 0 TOP., 208.75 10` TEMPORARY OFFSET: 28,23' 5'z STA. 8+51 OFFSET: 28.22' CHILTON DR 2
4'DIA, MANHOLE W/ OFFSET 28-12' STA. 3+36 1 PR, P. 4" CO, R 7 LF STX 10+16 CHILTON DR 2 -
:OFFSET: 28,06' INV IN: 202. J2 RIM: 219.56 INV = 218A6
CONSTRUCTION RIM: 216.42 OFFSET: 28,23' RIM: 223.46 STA. 11+45
R MOVE& EXIST S-6 CHILTON DR 2
OFFSET: 28.19- PLACE 3
STANDARD RING & COVER iRIM: 215.63 RIM: 214.06 RIM: 21167 iq OFFSET: 28.22' CHILTON DR 2 - OF EXIST. 39'RCP OFFSET: 28.21, z
INV 209.06 RIM: 211,69 STA. 4+85 INV OUT 202.32 SEE SHEET CIO EASEMENT INV 211.42 OFFSET: 28-19'
_j
SEE SHEET C11 RIM: 216.20 INV 210-63 INV 20T67 INV 214�56 RIM: 227.54 RIM: 227.81
771 OFFSET: 28.25'
INV IN = (S) 204,51 1 1 V_ ��Pbffl L EV
s RIM: 209:1,2 s TOR Y 71111 ru: T L INV = 222.54
'm I S TOP�11 INV = 222.81 1
STORY INV OUT 204-41 11 S ToR y t 13RXK SLO63' &RICK FAI Lll�l SpLjr � ):-VE� ROCK P'L111161 NY
2 STORY INV = 204.12 prh�,CIK 51/_11� N 11
8RhaK 3C ,C SPICK PLD6 FF=21703 Ff,�-228,0
BOCK 806 1 -_ TORY
8L,
SPLIT Ll"VE" EF =213,4"
1 S TOFF LOMIR LEVZL LOKIER irIVE, F, 'ILD6
E =21 7 57 F -1 � 1� .
F.1 -;~ 22 .l °.== 211 9� 32 pia, r 50CK _f3.,)G L1O14_R L_FVLL F. I % �- F=231,9J
FILDO FF=2,312-8
TOR y PROP. 4" CO 1-1 21114 PROP. PIPE COLLAR SEE NO TE 6
CHILTON DR 2 ­2 V pil TE,
-10
806w BLDG I �F =221.06 LOVER LEVrl FAI COF STD DR �5ff NOTE 6.),
STA. 4+12 + T
OFFSET: 28 23' iNA(,0rSR'313LE �,7 IJ ­1 EXIST. 6" CA TE VALVE _j
Li; 9p ff j ;. . ___ ----- 1­1 4 1 GROUND ELEV.=227.8
(SEE NOTE 6) L7--'
fi TOP OF NUT ELEV.- 226.28
RIM: 210.54 pio
INV 205.54 4' 41
SEP17C TANK
CROSS, JAM S THOMAS
001321 CHILTON DR
JAS
MI S-9 MARTIN,
DAVIS, ALEX JR & WIFE 9496-49-0210- M q K
: 20785 FARMER, THOMAS H 001313 CHILTON DR RAYMER, DOYLE L
STEWART. CRYSTAL D 001329 CHILTON DR TORRES, SANTOS KEMP, HAWN J
1 001345 CHILTON DR WILLIAMS, JACOBS, D B INV OUT 201.01 PROP, 4" C 001317 CHILTON DR :N; 9496-39-93(6- BLACKWELL, WILLIAM A & WIFE 001,301 CHILTON DR KELLY, GARY
L WI_L_5614� _LEVE NE 9496-49-0064- 0 001309 CHILTON DRI 9496-39-9600- WIFE BRITTNEY
HAYWARD 1 1 9496-39-9 98- _71 __4 001305 CHILTON DR 001231 CHILTON DR
COBURN, PATRICIA WIFE ERNESTINE M 39-9444- 9496-39-9522-
9496-48-1752- 001333 CHILTON DR CHILTON OR 2 0 S MORE 9496 0012,35 CHILTON DR 9496-39-8755-
Li 1
001349 CHILTON DR 001341 CHILTON DR 7001337 CHILTON DR 9496-48-0986- L.STA. 5+20 9496-39-8688-
9496-48-1674- 9496-48-1830- i I
9498 -48 -1808- /VA—R 1.1-1 OFFSET: 28.25'
ROW,, FLORA I RIM: 208Z9 _j
001325 CHILTON DR I INV 203.59 1
L
9496-49-0132-
01K FENCF MATTHEWS
bdILE5, EaRICIA D E HELEN FAIRCU
6' F; ui
CL_ ------
JHIANI, GARY �._._._------ ]_ EPH- r. k WIFF pwp-w RODRIGUEZ, SUSANN DTH I :" 0
PROP. EASEMENT LEGEND PROP. TEMPOR I ARY PROPOSED SEWER LATERAL NOTE: EXISTING GAS SERVICE NOTE:
PROP, SEWER LINE, CLEAN OUT & MANHOLE —Im CONSTRUCTION EASEMENT EO ELECTRIC VAULT
0 WATER METER 1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
PROP. STORM DRAINAGE SOIL BORING LOCATION X IRRIGATION VALVE LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC 1 ALL EXISTING GAS SERVICES ARE NOT SHOWN ON THE PLANS. CONTRACTOR SHALL BE GRAPHIC SCALE
PROP. WATER LINE & METER SEE GEOTECHNiCAL FTR� ELECTRIC TRANSFORMER STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION RESPONSIBLE FOR LOCATING EXISTING GAS SERVICES PRIOR TO EXCAVATION AND
REPORT 40 0 20 40 V. w
SS — — —0— SANITARY SEWER LINE & MANHOLE APPROXIMATE EX. TELEPHONE PEDESTAL REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE SHALL COORDINATE THE TRENCH PROTECTION TO AVOID DISRUPTION OR DAMAGE TO
WATER LINE & VALVE SEPTIC TANK LOCATION 0 POST EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH THE EXISTING GAS SERVICES.
1 m m
UNDERGROUND GAS EI CONCRETE MONUMENT ma 0 MAILBOX EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC Cq ;z
��3�XkDZNN, M�AVIS S
3 U9- 21
-4--- 41,
/K
(IN FEET) cc
E UNDERGROUND ELECTRIC 0 IRON PIPE FOUND LIGHT POLE PROJECT COORDINATOR. HORIZ.: 1 inch= 40 ft. IMOMM-014
--UT--- UNDERGROUND TELEPHONE FIRE HYDRANT TELEVISION PEDISTAL X z z a
VENT.: I inch = 4 ft. 20<z
FO - - — UNDERGROUND FIBER OPTIC LINE 0 DRAINAGE MANHOLE BUSH 2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER 0: 'j- 9 N D
NC STATE PLANE 0
TV - - — UNDERGROUND TELEVISION CABLE LINE SIGN [0j] DROP INLET VALVE ON THE PROPERTIES INDICATED WITH A'BV'. THIS VALVE SHALL NOT BE THE THE >
LANDSCAPE INV INVERT F.F. FINISH FLOOR CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE NAD83, NAVD88 0.0;r cow- 3
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TABS, ZOLLIE L 001218 GHILTON DR �`` 001112 CHILTON DR - - ----- F
GRABTREE, GORGE M 401214 CHILTON DR 001210 CHILTON DR
-4 001222 CHILTON DR GOONEY BETTY ANN MALLOY PEARCE, ALBERT D o}
ccr o, C & WIFE KARE 9496 -39- 5986 - 9497 -30 -5064- 9497 -30- 5142- 1 Iq j, 9497 -30- -4519- SCOTT, ALBERT E 8c WIFE
0) ti, z 9496 -39 -6808- I 001206 CHILTON DR 001202 CHILTON DR + O"1
z 001226 CHILTON DR I
AQUA NORTH CAROLINA 001108 CHILTON DR
9497 -30 -5210- 9497 30 -4380- �;� 001114 CHILTON DR. 9497- 30 -3688-
Z c 9496 -39- 6831 PROP. 4° G€ PROP. NIH 10
/ SEE SHEET C17
CHILTON DR 2 - CHILTON OR 2 - STA. 14 +59 � f 9497-30 -4438-
cn cu rn co
> r° STA. 13 +45 4' DIA. MANHOLE Wf ._. - ---- - -a
can p I OFFSET: 28.79' STANDARD RING &COVER
z cn RIM: 221.37 Wf 1-4" DROP STRUCTURE �"" ""�^
INV = 215.37 RIM: 222.37
INV IN = {N} 213.98 2 .` TOR
INV IN = {W} 217,24 c�
g E,, V 3�
BRICK LL; t' t a w INV OUT - 213.86 f V q p 7 1 a .4f tCl3 I c`O `v n I
I J3k,l`i t J €- SILO" 9 f Jt ,i 3 $ t �}Z'y!�s',73Y I '2 r/'y 5 \ /.V y S110IRY fy 9 (;
FFI=223. I C Q J� f{ f {
BRICK K OL � I �i r';� �'� t t'. PROP. 4 CCt �rQP} iCK , f�� rIW� BLDG 6
€. 1 CHILTONDR2- f a FF. =.230'.1 r.F.- 2S. ?C z
FF.= 224,62 PROP. 4" CO � I. NOTE
I CHILTON DR 2 - EXIST S -24 STA. 14 +59 F3F'iCK FfLi�C PROP. 4" COQ A I �a PROP, 4" GO:f
STA. 12 +71 TOP: 221.62 F.F. =23 -22 1} e YIE L #i:OUS
OFFSET: - 28.74" CHILTON DR 2 - ~-I
OFFSET: 28.82' v 1 INV IN: 217,64 RIM: 223,81 PROP. 4" CO STA, 16 +81 �' (ii EXIST, < ".- 22f,94 STA 2fl CDR 2 - PROP. 4° CO
CHILTON DR 2 - ( ;D PUBLIC J CHILTON DR 2 -
RIM: 222.55 PROP. 4" CO INV = 217.81 OFFSET: - 28.63' WELL ( OFFSET: - 28.55'
INV = 216.55 �xi CHILTON DR 2 - STA. 16 +02 C
OFFSET: - 28.67' RIM: 226.45 (,., p f, T� RIM: 229.98 OFFSET: �28,53'
STA. 13 +89 INV = 219.45 c INV = 223.98
c RIM: 226.11 OrMfi 1 IM: 232.00
OFFSET: -28.78'
RIM: 221.29 �r INV = 220.11 INV = 215,29 }" jT �r q� it` 3YY +. - -,» .. I {i ww«,,- F «, -,.., € .5'�ifF `� �., � , 5 /� "i $. i __ ' " �` t� >.,.,, - > - _.._v w}w _ - .. _. w 2 LF w -' ; PROP. MH 12
> > _.� „.,__....._......�� PROP•367LF e PROP 80 I _ _ _..,. _ -. m _ - _,__,.M , , rt_. , CL C3 id %i Lt CL 12 +00 3 +00 i 14 +00 15 +00 1$+ OF 8" SDR 26 PVC r QF 8" CLASS 50 DICIifLTC?N DR 2 -STA 21 +5
`v v '' d `I `� 1 0.96 °lo SLOPE 18 +00� 19+00 ct 77 2.19 °l� SLOPE '2{7 +00 21 +31 4' DIA. MANHOLE Wf
Lu
En - S STANDARD RING & COVER
RIM: 230,97
PROP. 410 LF4f ry' 1 r INV IN = {W} 225.43
t cs CHILI ON DRIVE c>
ca '`�,,
,- � ON DRIVE ,a
OF 8" SDR 28 PVC CHILT > ___ _ .,� __ !' f tai -. _._. a _ -� I INV OUT = 224.43
0.501e SLOPE x o w- CL -_ - . p ...- ::.:...- _ -. _- w. I _... n. _...... __..
-.
x_
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PROP. EASEMENT
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00
SOIL BORING LOCATION
-
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PROP. 4" CO
PROP. 4" CO
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CHILTON DR 2 -
CHILTON DR 2 -
PROP. WATER LINE & METER
-
REPORT
STA. 13 +28
€ STA, 14 +05J
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- SANITARY SEWER LINE & MANHOLE
s
OFFSET: 28.28'
OFFSET: 28,31'
TELEPHONE PEDESTAL
W -.------------
WATER LINE & VALVE€
RIM: 222,50
RIM: 221.92
O
POST
#?# LL'FL
INV = 217.501
INV = 216.92
CONCRETE MONUMENT
Mra ©
„# X BLDG
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O1
IRON PIPE FOUND
� 229.42
BRICK ?a DG
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I
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CHILTON DR 2 - INV ft
STA. 12 +41 ` INV OUT
21&06
218.06
INVERT
F.F.
FINISH FLOOR
OFFSET: 28.32'
RIM: 224.21
-
INV = 219.21 I
L
MEEKS, VONDA
NEWTON, ALBERT D
V
001227 CHILTON
DR WRIGHT, LARRY 0 & WI E
I & WIFE VICKIE
I
9496 -39 -8833- 001223 CHILTON DR
001219 CHILTON DR
U
9496-39-8911-
= s{ LIT F
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PROP. 4 "' CO PROP. 4 «, CO EXIST. 5 -22 �iS', J 3C143J YN ri #g' #,`v :�
PROP. 4" CO _ _ €
CHILTON DR 2 - CHILTON DR 2 - TOE: 225'29 PROP. MN 11 `q PROP, 4 "' CO
STA. 14 +26 STA. 15 +09 CMILT4N DR 2 - fNV. IN, 222.05 ` CHILTON DR 2 -STA. 18 +26
CHILTON DR 2 -
STA. 18+57 c -+`
OFFSET: 28.32" OFFSET: 28.35' OFFSET: 28.39' fNt/ OUT 222,05 q, EXIST 12 RCP SOUTHGATE RD 1 - STA, 0 +00 -, STA. 21 +01 '
RIM: 222.04 RIM: 223.37 RIM: 225,82 ` SOUTHGATE RD 2 - STA. 0 +00
OFFSET: 28.79"
RIM: 231.02
.INV = 217.04 INV = 218.37 4' DIA. MANHOLE Wf
rt {�:�e�a��•e�, INV = 220.82 EXIST 5 -21 � ��'� .
TOP: 226.36 STANDARD RING &COVER �' INV = 228,02
i SI"LiRY IN V. IN: 223.02 � RIM: 225.91 1 STORY
#3#1CrC
BLDG BRICK BLOC 1 Skk?f PRICK of, D11 INV OUT' 223.02 -"INV IN = N 218.30 �,C I L;i{3R
{ } L?f�1{,.I! tJ�. 2TrLs t,� If €l ••
FF =23a2
. to r IINNV V IIN N = = {{WE) } 2211874.65 1 f t 232,,,1
° 3.6 F, `. =224,92 FF =229.62 3VCK 1 Jt
L W LEVEL rF i c
1,NACC SSIBLL I O I INVOUT= 217,51 t SrAll'y
st:L. C. .. I C ±'' 1. F>2;r,`#L C PROP, 4 "' GO
( ) -i EXIST. S -20 CHILTON DR 2 -
f = TOP: 226.43 F. F.=231. 14
STA. 20 +13 �
- G- G INV. OUT. 224.25 OFFSET: 28.75'
KRAMER, LARRY G & WIFE FUSAE I _.I _" " "� L RIM: 228.92
001203 CHILTON DR - - -- # M MATHERLY, THOMAS J & WIFE INV = 223.92
9497 -30 -6373- ; 001115 CHILTON DR
LEDESMA, ARTHUR L KING, CORA S - -- # GRAVITY SEWER AL TEST
ER MAIN SED
`9497-30-6522 -
EECHUM, DENISE A & WIFE SON Y 001207 CHILTON DR © - -�- . STANDARDS IN ACCORDANCE WITH
001215 CHILTON DR 001211 CHILTON DR 9497 -30 -7 23- 2 1 - - PWC REQUIREMENTS
119497-30-7077- 9497 -30- 7145 - L.,� -
d - MORRISON, LINDA I STOKES, LARAHN CC &
- ~ - .•• SEE SHEET C17 .� z 001111 CHILTON DR 001 147 CHILTON DR
too r- s-` 9497 -30 -6614- 9497-30-5793 -
PROPOSED SEWER La •
CONTRACTOR 1. Y RESPONSIBLE COORDINATE
THE PROPOSED SEWER LATERAL INSTALLATION
CONTRACTOR EXISTING UTILITIES. SHALL
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILI
CONFLICT SEPARATION 11 ONLY WHEN
APPROVED Y PWC PROJECT w IR , w
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTAL
•AVOID CONFLICT WITH EXISTING UTILITIES
CONTRACTOR •r'i INATE NEW LOCATIO
PWC w ♦O COORDINATOR.
EXISTING GAS SERVICE NOTE:
1, ALL EXISTING GAS SERVICES ARE NOT SHOWN ON THE PLANS. CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING EXISTING GAS SERVICES PRIOR TO EXCAVATION AND
SHALL COORDINATE THE TRENCH PROTECTION TO AVOID DISRUPTION OR DAMAGE TO
THE EXISTING GAS SERVICES.
40 0 20 44 60
OR .i
240
r1+!in
230
225
215
FM
208
(IN FEET)
HORIZ.: 1 inch= 40 ft,
VERT.: 1 inch= 4 ft.
NC STATE PLANE
NAD83, NAVD88
E11�11
PROP. EASEMENT
�
PROP. TEMPORARY
�
ELECTRIC VAULT
g
PROP. SEWER LINE, CLEAN OUT & MANHOLE
y� m
CONSTRUCTION EASEMENT
0
WATER METER
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PROP, STORM DRAINAGE
00
SOIL BORING LOCATION
X
IRRIGATION VALVE
ca ca
SEE GEOTECHNICAL
i
PROP. WATER LINE & METER
REPORT
Lu
ELECTRIC TRANSFORMER
- +- - SS -
- SANITARY SEWER LINE & MANHOLE
s
APPROXIMATE EX.
+)
TELEPHONE PEDESTAL
W -.------------
WATER LINE & VALVE€
40
SEPTIC TANK LOCATION
O
POST
- - O --
- UNDERGROUND GAS
EI
CONCRETE MONUMENT
Mra ©
MAILBOX
-
E --- UNDERGROUND ELECTRIC
O1
IRON PIPE FOUND
r3:C
LIGHT POLE
--UT---
UNDERGROUND TELEPHONE
-C.)-
FIRE HYDRANT
TELEVISION PEDESTAL
--- FO -
- UNDERGROUND FIBER OPTIC LINE
G
DRAINAGE MANHOLE
BUSH
---TV
- -- UNDERGROUND TELEVISION CABLE LINE
=
SIGN
UM
DROP INLET
LANDSCAPE
INV.
INVERT
F.F.
FINISH FLOOR
= s{ LIT F
- - -- e�-
r
PROP. 4 "' CO PROP. 4 «, CO EXIST. 5 -22 �iS', J 3C143J YN ri #g' #,`v :�
PROP. 4" CO _ _ €
CHILTON DR 2 - CHILTON DR 2 - TOE: 225'29 PROP. MN 11 `q PROP, 4 "' CO
STA. 14 +26 STA. 15 +09 CMILT4N DR 2 - fNV. IN, 222.05 ` CHILTON DR 2 -STA. 18 +26
CHILTON DR 2 -
STA. 18+57 c -+`
OFFSET: 28.32" OFFSET: 28.35' OFFSET: 28.39' fNt/ OUT 222,05 q, EXIST 12 RCP SOUTHGATE RD 1 - STA, 0 +00 -, STA. 21 +01 '
RIM: 222.04 RIM: 223.37 RIM: 225,82 ` SOUTHGATE RD 2 - STA. 0 +00
OFFSET: 28.79"
RIM: 231.02
.INV = 217.04 INV = 218.37 4' DIA. MANHOLE Wf
rt {�:�e�a��•e�, INV = 220.82 EXIST 5 -21 � ��'� .
TOP: 226.36 STANDARD RING &COVER �' INV = 228,02
i SI"LiRY IN V. IN: 223.02 � RIM: 225.91 1 STORY
#3#1CrC
BLDG BRICK BLOC 1 Skk?f PRICK of, D11 INV OUT' 223.02 -"INV IN = N 218.30 �,C I L;i{3R
{ } L?f�1{,.I! tJ�. 2TrLs t,� If €l ••
FF =23a2
. to r IINNV V IIN N = = {{WE) } 2211874.65 1 f t 232,,,1
° 3.6 F, `. =224,92 FF =229.62 3VCK 1 Jt
L W LEVEL rF i c
1,NACC SSIBLL I O I INVOUT= 217,51 t SrAll'y
st:L. C. .. I C ±'' 1. F>2;r,`#L C PROP, 4 "' GO
( ) -i EXIST. S -20 CHILTON DR 2 -
f = TOP: 226.43 F. F.=231. 14
STA. 20 +13 �
- G- G INV. OUT. 224.25 OFFSET: 28.75'
KRAMER, LARRY G & WIFE FUSAE I _.I _" " "� L RIM: 228.92
001203 CHILTON DR - - -- # M MATHERLY, THOMAS J & WIFE INV = 223.92
9497 -30 -6373- ; 001115 CHILTON DR
LEDESMA, ARTHUR L KING, CORA S - -- # GRAVITY SEWER AL TEST
ER MAIN SED
`9497-30-6522 -
EECHUM, DENISE A & WIFE SON Y 001207 CHILTON DR © - -�- . STANDARDS IN ACCORDANCE WITH
001215 CHILTON DR 001211 CHILTON DR 9497 -30 -7 23- 2 1 - - PWC REQUIREMENTS
119497-30-7077- 9497 -30- 7145 - L.,� -
d - MORRISON, LINDA I STOKES, LARAHN CC &
- ~ - .•• SEE SHEET C17 .� z 001111 CHILTON DR 001 147 CHILTON DR
too r- s-` 9497 -30 -6614- 9497-30-5793 -
PROPOSED SEWER La •
CONTRACTOR 1. Y RESPONSIBLE COORDINATE
THE PROPOSED SEWER LATERAL INSTALLATION
CONTRACTOR EXISTING UTILITIES. SHALL
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILI
CONFLICT SEPARATION 11 ONLY WHEN
APPROVED Y PWC PROJECT w IR , w
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTAL
•AVOID CONFLICT WITH EXISTING UTILITIES
CONTRACTOR •r'i INATE NEW LOCATIO
PWC w ♦O COORDINATOR.
EXISTING GAS SERVICE NOTE:
1, ALL EXISTING GAS SERVICES ARE NOT SHOWN ON THE PLANS. CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING EXISTING GAS SERVICES PRIOR TO EXCAVATION AND
SHALL COORDINATE THE TRENCH PROTECTION TO AVOID DISRUPTION OR DAMAGE TO
THE EXISTING GAS SERVICES.
40 0 20 44 60
OR .i
240
r1+!in
230
225
215
FM
208
(IN FEET)
HORIZ.: 1 inch= 40 ft,
VERT.: 1 inch= 4 ft.
NC STATE PLANE
NAD83, NAVD88
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20130147. Q0. R

MCKINLEY, MONICA R TOR�RES-PEREZ, PUSHPARCHANA ORGANIZATION MCDOLIGALD, JOHN LAKHIANI, GARY
METWALLY, JOCELYN L 001710 GRANDVIEW DR GUSTAVO & WIFE 001706 GRANDVIEW DR & JOYCE BEATTY 001702 GRANDVIEW DR
001712 GRANDVIEW DR 949 -4 -4308- 001708 GRANDVIEW DR 9496-48-3562- 001704 GRANDVIEW DR 9496-48-3626-
00
9496-48-4229- PR16�._iti *f6 .... 9496-48-3640- 1 1— 1 1 . I -
GRANDVIEW OR I - STA. 9+96 PROP. 4" CO Cc 3:
PROP. MN 15 u, L,*
SAENZ, BONNIE APNER SEWER PROP. 4" CO PROP. 4" CO GRANDVIEW DR I - do I I
4' ,IER CORRIDOR 7 - STA. 0+00 >
1)
GRANDVIEW OR I - STA. 11 +09 A.
ob1714 GRANDVIEW DR DIA, MANHOLE W/ MANHOLE W1 GRANDVIEW DR 1 - GRANDVIEW DR 1 -
4' STA. 7+59 Z
9496-48-4252- STANDARD RING & COVER STA. 9+09 STA. 8+28 OFFSET: E :,82194' < 00
DEUTSCHE BANK STANDARD RING & COVER 0 ST C;O:,t
NATIONAL TRUST RIM: 218-66 W/ 1-8" PIPE SLIDE OFFSET: SET' 21.01' OFFSET: 24.47 RIM, 220 oul
PROP. 4" CO RIM: 219.04 FRIM 21 9.75 RIM: 220.63 INV = 215,80
001716 GRANDVIEW DR INV IN = (SE) 208.12
JOHNSON, ZARKO 9496-48-4195- GRANDVIEW DR I - INV OUT 207.98 INV IN = (E) 205,50 INV 214�75 INV 215�63
007080 RAEFORD RD STA, 12+11 INV IN = (S) 207,42
< C)
INV OUT 205A0
9496-47-5919- PROP. MH 14 OFFSET: 21.74' S!OR( I S TOP Y Fl:. =224,21
GRANDVIEW OR I - STA. 12+56 RIM: 218.50 RRICK RLDC qqlrk" I [x,
INV 213.50 A I I , 81 G rm%jr. 1+
ST)R Y F F: =223,40 GRANDVIEW DR I - CO
4'DIA. MANHOLE WI 1 STORY
STANDARD RING & COVER - RRICK LLD O 5 TOR Y N
RIM: 217.96 STA, 6+91 _p 11K DLO
1 .5 TORY I s TOR Y 1 .=229,10 BRICK B�DG OFFSET: 23.69' _R %I. G
FE=224,31
INV IN = (S) 20&95 BRICK a/ or aWG PROP. 4" CO F,,. =222.99 RIM: 220.91
6,
INV OUT 20&85
GRANDVIEW DR I PROP. 4" CO
t F=22219 Flr=�222,jC INV 215.91
i G FF=22I,60 PROR 4" CO STA, 10+41 GRANDVIEW DR I -
GRANDVIEW DR I - FOFFSET: 27.03' STA. 9+71
PROP. 4" CO I STA, 11+26 RIM: 219.23 OFFSET: 25.42'
P,;`( 'K fk D 0
OFFSET: 23,31" INV 214.23 RIM: 219.69
GRANDVIEW DR I -
INV 214-69 �2
FF=R2L76 RIK 218.74
STA. 12+99
TR
PROP. 4" CO OFFSET: -z; INV 213.74 :4 4�._j
2' 4'-1
T 221 -
GRANDVIEW DR 1 - RIM: 2li,990
V-14 " IIRC F
STA. 14+02 INV 21Z90 ..... - - --------- --
OFFSET; PVC;V - - ---- a.
OF 8" SDR 26
0
5'_7 @ 0.49or SLOPE
RIM: 2�1i.733 C
INV = 21233 -r 7�:-_ tL. + s
_At­ 1 �4 ___� I o -0 z
PROP. MH 13 - 10 9+00 8+00'GRAN VIEW DRIVE 7+00 m
ppor - > >
"so CL CL 0)
218 +
GRANDVIEW DR I -STA. 13+85 8 jj+uu >
4'DIA. MANHOLE W/.�' '!,�-'217 PROP. 129 LF 0
CD
STANDARD RING & COVER OF 8" SDR 26 PV(; a. m
m
WI 1-4" PIPE SLIDE 0.50% SLOPE
GRANDVIEW DRIVE j2+00
RIM: 216.96
S
(S" 211 �74 11 0 j Ell m
INV IN m
C PROP. 4" CO
INV IN = (E) 2%59 --
=LL kNDVlEW DRIVE GRANDVIEW DR 1 -
11 �74 11 0 0
3pj
_::7 SEE SHEET Cl cz
INV OLIT= 209.59 _4t 8 STA. 7 +33 -�,GRANDVIEW DR I -
STA. 6+69 cn
217 PROP. 4" CO OFFSET: - 23.35'
OFFSET: -23.38'
GRANDVIEW DR 1 - RIM: 22012 RIM: 221,06
PROP. 4" CO PROP. 4" Co STORY STA. 8+85 INV 214,72 1 ror� INV 215,061
On PROP. 4" CO I
GRANDVIEW DR I - A,�,lwx Q­­
GRAN DViEW DR I - 8R,C'K BLDC BRICK SLD,,� OFFSET: -22.26'
GRANDVIEW DR I - STA. 10+83 f-1 ­222,41 RXK 8KjrG
X x x x -CIO, STA. 12+90 F =222 84 RIM: 220,18 pRicil 9100,
F =22 9l)_ STA. 12+28 �23, 3 1 NV 21418
OFFSET: -25.33' OFFSET: -25.9 OFFSET: -21.41' of
CONTROL POINT # 7 R 6, RIM: 219.04
RIM: 217+77
(MONUMENT FOUND) PROP. 4 CO RIM: 21831 INV = 213,04
INV 21117 P/A no
NORTH=467887.80 GRANDVIEW OR I - INV 212.31
SIMPSON & SIMPSON 11 s joR STA. 13+86 S TORY + 4' CHAIN ONK FEI('f'
EAST=1994727,24
'y 6RIC � '61 )c PROP. 4" CO
007060 RAEFORD RD U -218,15 OFFSET: -23.54' Ax
ELEVATION=217,33 I S70Ry F;- =222, 06 R 0 GRANDVIEW DR 1 -
9496-48-7013- RIM: 217.06 BACK 800 0
BRiCK 8,0916; ILO z
INV 211.06 1 1'11'=220154 ESPINOZA, MIRIAM & Co STA. 8+08 LAKHIANI BUILDERS INC
F, F =22 1. 4 0 lal, c)?: 4'. .j >
001713 GRANDVIEW DR I (o d* OFFSET: -22,81' 001705 GRANDVIEW DR 3:41
ul 0) 0 K RIM: 220.68 9496-48-5626-
9496-48-6316- �_80 1� co >1 z LLI 00
0 =5 >
BOUNDS, KENNETH R WIFE I E INV = 214�68
S7 001715 GRANDVIEW DR z
MWAMBA, JAHI & WIFE ASHA 9496-48-6249- 10 > <
z 0
001717 GRANDVIEW DR 1 0 ao
0 PROP. MH 17
r." <
9496-48-6270- ��4 Fri R� SCOTT, EFFEGENE GRANDVIEW DR I - STA. 7+26 Co
ElWZ'� )DEN 001707 GRANDVIEW DR if C14
Shl _,O I * 4'DIA. MANHOLE W/ JOHNSON, DOROTHY
9496-48-5549- STANDARD RING & COVER
63' CHAIN L CE 001703 GRANDVIEW DR
rn
L W11 -4' DROP STRUCTURE 9496-48-5704- •
6" mo, Epll RIM: 220.63--
221 INV IN (S) 204.09
CRAY
006 1 DAR),t 22-IWE INV IN (E) 214.23
616 D I- INV OUT 203.99
/Dtw WIF.
MICHAEL D WIFE 9 '51-
48 C�
006�24 IDLEWOOD CT C>,�>h C WbTv� rr.-
9496-48-8122] + a()0Cj4 Ar 6-66
i Nj
TIMMONS 4,96- 10OL) co C,
/v
LEGEND
PROP. EASEMENT PROP. TEMPORARY ELECTRIC VAULT PROPOSED SEWER LATERAL NOTE: EXISTING GAS SERVICE NOTE:
PROP. SEWER LINE, CLEAN OUT & MANHOLE CONSTRUCTION EASEMENT 0 WATER METER
PROP. STORM DRAINAGE SOIL BORING LOCATION m IRRIGATION VALVE 1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE 1. ALL EXISTING GAS SERVICES ARE NOT SHOWN ON THE PLANS. CONTRACTOR SHALL BE GRAPHIC SCALE
PROP. WATER LINE & METER SEE GEOTECHNICAL ELECTRIC TRANSFORMER THE PROPOSED SEWER LATERAL INSTALLATION WITH THE RESPONSIBLE FOR LOCATING EXISTING GAS SERVICES PRIOR TO EXCAVATION AND 40 0 20 40 80
REPORT SHALL COORDINATE THE TRENCH PROTECTION TO AVOID DISRUPTION OR DAMAGE TO
SS SANITARY SEWER LINE & MANHOLE APPROXIMATE EX, TELEPHONE PEDESTAL EXISTING UTILITIES. CONTRACTOR SHALL USE PWC THE EXISTING GAS SERVICES.
WATER LINE & VALVE SEPTIC TANK LOCATION 0 POST STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY
UNDERGROUND GAS [3 CONCRETE MONUMENT 1] MAILBOX CONFLICT SEPARATION REQUIREMENTS ONLY WHEN (IN FEET)
'Y 'A
FF--022i_lG6"
'M
33k 4
2 LF
P-1 9
OR j265
VC
SLOPE
J�v
E -UNDERGROUND ELECTRIC 0 IRON PIPE FOUND LIGHT POLE APPROVED BY PWC PROJECT COORDINATOR. IN THE HORIZ.: 1 inch = 40 ft.
--U.T - - -UNDERGROUND TELEPHONE -� - FIRE HYDRANT TELEVISION PEDISTAL EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY VERT.: 1 inch = 4 ft.
UNDERGROUND FIBER OPTIC LINE G DRAINAGE MANHOLE BUSH TO AVOID CONFLICT WITH EXISTING UTILITIES
TV - - - UNDERGROUND TELEVISION CABLE LINE SIGN MI DROP INLET CONTRACTOR SHALL COORDINATE NEW LOCATION WITH NC STATE PLANE
LANDSCAPE INV INVERT F. F. FINISH FLOOR PWC PROJECT COORDINATOR. NAD83, NAVD88
t*l!■
225
215
210
205
FZ#M
[m
GRANDVIEW D
SCALE: HOR 1"=40'; VERT V=4'
wItE
l
225
sm
Ing
210
205
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20130147.00.RAJ

PROP. 4" CO
001325 CHILTON DR
GRANDVIEW DR I -
9496-49-0132- CL
STA. 1+80
OFFSET: 24.23'
RODRIGUEZ, SUSANNE
HELEN FAIRCLOTH IL
MATYGA, JOSEPH C & wlf�'l BORTH, STEPHEN L & WIF RIM: 215.31 ... ..
GRANDVIEW D PROPERTIES INC
R 001612 INV 21 0�31 PERRY, BRIAN
001616 GRANDVIEW DR 001614 GRANDVIEW DR C a FE
496-49-1190-
001610 GRANDVIEW DR 001606 GRANDVIEW DR
9496-48-2936- 9496 -49- 2013 -mil WILLIAMS, REGINALDO E 9496-49-1332-
01608 GRANDVIEW DR
111496-49-1254-
EXIST. 5-5
PROP, 4" CO TOP, 21 J. 72
INV IN
209
37
�:WTIFEI
F
I STORY
MCK RLDC
RIM: 221.16
1 STORY
F F=22442
PROP. 4" CO
GRANDVIEW DR I -
I
L
STA. 3+95
INV = 216.16
ALLAN, JULIANA
MILES, PATRICIA D
INV OUT = 202,19
I STORY
001620 GRANDVIEW DR
001618 GRANDVIEW D
F F. =224.65
on
9496-48-2881-
9 496-48-2868-
m!�j o
GRANDVIEW DR 2 -
0
1 10
STA. 1+87
>r
z
STA. 3+48
22 37
PROP, 411 Co
< 00
SS —
— —� SANITARY SEWER LINE & MANHOLE
RIM: 222.55
LlS GRANDVIEW
DR I - -IJ
TELEPHONE PEDESTAL
0
ou
ED
SEPTIC TANK LOCATION
STA. 4+81
04
PROP. 4" CO
UNDERGROUND GAS
El
o*j
GRANDVIEW DR 1 -
MAILBOX
0)
<
STA. 5+92
IRON PIPE FOUND
22 612'
RIM: 220,91
91
0
SET: 23
OFFSET: .70'
M�
UNDERGROUND TELEPHONE
PROP. 4" CO
001325 CHILTON DR
GRANDVIEW DR I -
9496-49-0132- CL
STA. 1+80
OFFSET: 24.23'
RODRIGUEZ, SUSANNE
HELEN FAIRCLOTH IL
MATYGA, JOSEPH C & wlf�'l BORTH, STEPHEN L & WIF RIM: 215.31 ... ..
GRANDVIEW D PROPERTIES INC
R 001612 INV 21 0�31 PERRY, BRIAN
001616 GRANDVIEW DR 001614 GRANDVIEW DR C a FE
496-49-1190-
001610 GRANDVIEW DR 001606 GRANDVIEW DR
9496-48-2936- 9496 -49- 2013 -mil WILLIAMS, REGINALDO E 9496-49-1332-
01608 GRANDVIEW DR
111496-49-1254-
EXIST. 5-5
PROP, 4" CO TOP, 21 J. 72
INV IN
209
37
�:WTIFEI
F
R
t STORY
BRICK BLDG
FF=2z2J24
GRANDVIEW DR I -
:
210.12
IN V. IN.
STA. 2+56
OFFSET: 24.33' INV. OUT- 209.15
RIM�:.S
216. 62 4
INV = 211.62
S� 'OR y
P ROP. 4" CO -T aFlICK BLDG
C
OFFSET: 24.32' rl"
=221-86,I
BRICK BL 3
GRANDVIEW DR 1 -
FIF =2 E .. =2f6.55
7- LDC
RICK 3,L
Ll --1- 2 17 fl
STA. 3+31
PROP. 4" CO CONTRACTOR SHALL
GRANDVIEW DR I -
RIM: 218,50 BOTH EXISTING WATER
STA. 1 +08 SERVICES PRIOR TO BORE
INV 213.50 j_a
1
OFFSET: AND COORDINATE WITH AQUA
4
2�11'56
RIM:: ON REPLACEMENT OF BOTH
INV = 208.56 EXISTING WATER SERVICES
rn
G�
k" PROP. PIPE COLLAR WITH POLY - TUBING.
COF STD DR-10
EXIST 1 RCP
I I-T,
A -
EXIST. S-4
TOP.
— 7- 213.72
— -
85 LF - 210.12 "57�-
P. 3 77:�-
INV IN.
OF 8"SQR 243 PVC; 2
EXIST. 30 RCP 21011
INV. OUT." 21,6z! @ 0.50% SLOPE
EXIST' *15- RCP
WATER
BORE
'AQUA]
BOTH
V ES
IC
JBING
I STORY
MCK RLDC
RIM: 221.16
1 STORY
F F=22442
PROP. 4" CO
GRANDVIEW DR I -
I
L
STA. 3+95
INV = 216.16
BRiCK BLD6
RIM: 218.69
INV OUT = 202,19
I STORY
TOWERS REALTY
S ly
F F. =224.65
PROP. MH 18
Cf)
BRICK, 311 DG
BRICK DG
SL
GRANDVIEW DR 2 -
0
1 10
STA. 1+87
PROP. WATER LINE & METER
STA. 3+48
22 37
PROP, 411 Co
ELECTRIC TRANSFORMER
SS —
— —� SANITARY SEWER LINE & MANHOLE
RIM: 222.55
LlS GRANDVIEW
DR I - -IJ
TELEPHONE PEDESTAL
0
WATER LINE & VALVE
ED
SEPTIC TANK LOCATION
STA. 4+81
POST
3-ITICK 306'
UNDERGROUND GAS
El
CONCRETE MONUMENT
23
OFFSET: 23.12'
MAILBOX
E — UNDERGROUND ELECTRIC,
tz�
IRON PIPE FOUND
22 612'
RIM: 220,91
91
LIGHT POLE
--UT---
UNDERGROUND TELEPHONE
FIRE HYDRANT
INV 215.91
2, '91
TELEVISION PEDESTAL
FO
UNDERGROUND FIBER OPTIC LINE
0
DRAINAGE MANHOLE
BUSH
TV
UNDERGROUND TELEVISION CABLE LINE
-w vv
SIGN
Ig.........
DROP INLET
. ................
221
INV
INVERT
F.F.
FINISH FLOOR
4. fT
PROP, 3U4 LF M.M.-
0
>
OF 811 SDR 26 PVC
EXI
N :..GAS....:.....,.
- ELECT EXIST,
... a ..E .
...ELECTRIC
@ 0.50% SLOPE
SERVICE
EXIST, 6"
6+00
5+00
R
t STORY
BRICK BLDG
FF=2z2J24
GRANDVIEW DR I -
:
210.12
IN V. IN.
STA. 2+56
OFFSET: 24.33' INV. OUT- 209.15
RIM�:.S
216. 62 4
INV = 211.62
S� 'OR y
P ROP. 4" CO -T aFlICK BLDG
C
OFFSET: 24.32' rl"
=221-86,I
BRICK BL 3
GRANDVIEW DR 1 -
FIF =2 E .. =2f6.55
7- LDC
RICK 3,L
Ll --1- 2 17 fl
STA. 3+31
PROP. 4" CO CONTRACTOR SHALL
GRANDVIEW DR I -
RIM: 218,50 BOTH EXISTING WATER
STA. 1 +08 SERVICES PRIOR TO BORE
INV 213.50 j_a
1
OFFSET: AND COORDINATE WITH AQUA
4
2�11'56
RIM:: ON REPLACEMENT OF BOTH
INV = 208.56 EXISTING WATER SERVICES
rn
G�
k" PROP. PIPE COLLAR WITH POLY - TUBING.
COF STD DR-10
EXIST 1 RCP
I I-T,
A -
EXIST. S-4
TOP.
— 7- 213.72
— -
85 LF - 210.12 "57�-
P. 3 77:�-
INV IN.
OF 8"SQR 243 PVC; 2
EXIST. 30 RCP 21011
INV. OUT." 21,6z! @ 0.50% SLOPE
EXIST' *15- RCP
WATER
BORE
'AQUA]
BOTH
V ES
IC
JBING
I STORY
MCK RLDC
BRICK Bil DO
F =224-8.3
F F=22442
PROP. 4" CO
GRANDVIEW DR I -
I
L
STA. 3+95
OFFSET: -23.30'
OFFSET 23 74'
RIM: 218.69
R
t STORY
BRICK BLDG
FF=2z2J24
GRANDVIEW DR I -
:
210.12
IN V. IN.
STA. 2+56
OFFSET: 24.33' INV. OUT- 209.15
RIM�:.S
216. 62 4
INV = 211.62
S� 'OR y
P ROP. 4" CO -T aFlICK BLDG
C
OFFSET: 24.32' rl"
=221-86,I
BRICK BL 3
GRANDVIEW DR 1 -
FIF =2 E .. =2f6.55
7- LDC
RICK 3,L
Ll --1- 2 17 fl
STA. 3+31
PROP. 4" CO CONTRACTOR SHALL
GRANDVIEW DR I -
RIM: 218,50 BOTH EXISTING WATER
STA. 1 +08 SERVICES PRIOR TO BORE
INV 213.50 j_a
1
OFFSET: AND COORDINATE WITH AQUA
4
2�11'56
RIM:: ON REPLACEMENT OF BOTH
INV = 208.56 EXISTING WATER SERVICES
rn
G�
k" PROP. PIPE COLLAR WITH POLY - TUBING.
COF STD DR-10
EXIST 1 RCP
I I-T,
A -
EXIST. S-4
TOP.
— 7- 213.72
— -
85 LF - 210.12 "57�-
P. 3 77:�-
INV IN.
OF 8"SQR 243 PVC; 2
EXIST. 30 RCP 21011
INV. OUT." 21,6z! @ 0.50% SLOPE
EXIST' *15- RCP
WATER
BORE
'AQUA]
BOTH
V ES
IC
JBING
RIM: 220.15
GRANDVIEW DR I -
INV = 215.15 it
STA. 3+85
it
OFFSET: -23.30'
IL
R
t STORY
BRICK BLDG
FF=2z2J24
GRANDVIEW DR I -
:
210.12
IN V. IN.
STA. 2+56
OFFSET: 24.33' INV. OUT- 209.15
RIM�:.S
216. 62 4
INV = 211.62
S� 'OR y
P ROP. 4" CO -T aFlICK BLDG
C
OFFSET: 24.32' rl"
=221-86,I
BRICK BL 3
GRANDVIEW DR 1 -
FIF =2 E .. =2f6.55
7- LDC
RICK 3,L
Ll --1- 2 17 fl
STA. 3+31
PROP. 4" CO CONTRACTOR SHALL
GRANDVIEW DR I -
RIM: 218,50 BOTH EXISTING WATER
STA. 1 +08 SERVICES PRIOR TO BORE
INV 213.50 j_a
1
OFFSET: AND COORDINATE WITH AQUA
4
2�11'56
RIM:: ON REPLACEMENT OF BOTH
INV = 208.56 EXISTING WATER SERVICES
rn
G�
k" PROP. PIPE COLLAR WITH POLY - TUBING.
COF STD DR-10
EXIST 1 RCP
I I-T,
A -
EXIST. S-4
TOP.
— 7- 213.72
— -
85 LF - 210.12 "57�-
P. 3 77:�-
INV IN.
OF 8"SQR 243 PVC; 2
EXIST. 30 RCP 21011
INV. OUT." 21,6z! @ 0.50% SLOPE
EXIST' *15- RCP
WATER
BORE
'AQUA]
BOTH
V ES
IC
JBING
PROP. 4" CO
STANDARD RING & COVE
GRANDVIEW DR I -
PROP, 4" CO
STA. 3+85
i�. GRANDVIEW DRI -
OFFSET: -23.30'
STA. 3+4
RIM: 219.63
OFFSET: -23.30'
INV = 21163
RIM: 218.69
INV OUT = 202,19
INV = 212-59
TOWERS REALTY
SOIL BORING LOCATION
>4
PROP. MH 18
Cf)
GRANDVIEW OR I STA. 3+85
4'DIA, MANHOLE W/
PROP. 4" CO
STANDARD RING & COVE
GRANDVIEW DR I -
W/ 14" DROP STRUCTURE
STA. 3+85
RIM: 219-27
OFFSET: -23.30'
INV IN = (S) 202,29
RIM: 219.63
INV IN = (E) 21116
INV = 21163
WATER METER
INV OUT = 202,19
PROP. STORM DRAINAGE
TOWERS REALTY
wil
225
220
215
air?
ism
m
N�
2
CE
INK FBAIC SOUNIER, MATTHEW S & WIFE
001520 GRANDVIEW DR
- - ------
FAY EVILLE
�o - . ..... �9496-49-0644-
:+
1 HILTU",FL—LIAM E
METROPOLITAN
:C%s
001604 GRANDVIEW DR 001602 GRANDVIEW DR HAIR
SHERION 8 Lj
9496 -41- 41 1 -
olb I
2
E z<
OV�EN
PROP, EASEMENT
q
>
PROP. TEMPORARY
GRANDVIEW DR 2 -
ELECTRIC VAULT
QD
PROP. SEWER LINE, CLEAN OUT & MANHOLE
PLE
CONSTRUCTION EASEMENT
0
WATER METER
......
PROP. STORM DRAINAGE
z
00
SOIL BORING LOCATION
>4
IRRIGATION VALVE
Cf)
C
'D
SEE GEOTECHNICAL
GRANDVIEW DR 2 -
0
1 10
STA. 1+87
PROP. WATER LINE & METER
STA. 3+48
REPORT
❑
ELECTRIC TRANSFORMER
SS —
— —� SANITARY SEWER LINE & MANHOLE
RIM: 222.55
APPROXIMATE EX.
@
TELEPHONE PEDESTAL
0
WATER LINE & VALVE
ED
SEPTIC TANK LOCATION
0
POST
3-ITICK 306'
UNDERGROUND GAS
El
CONCRETE MONUMENT
0
MAILBOX
E — UNDERGROUND ELECTRIC,
0
IRON PIPE FOUND
LIGHT POLE
--UT---
UNDERGROUND TELEPHONE
FIRE HYDRANT
C=
TELEVISION PEDESTAL
FO
UNDERGROUND FIBER OPTIC LINE
0
DRAINAGE MANHOLE
BUSH
TV
UNDERGROUND TELEVISION CABLE LINE
-,tT-
SIGN
Ig.........
DROP INLET
. ................
LANDSCAPE
INV
INVERT
F.F.
FINISH FLOOR
wil
225
220
215
air?
ism
m
N�
2
CE
INK FBAIC SOUNIER, MATTHEW S & WIFE
001520 GRANDVIEW DR
- - ------
FAY EVILLE
�o - . ..... �9496-49-0644-
:+
1 HILTU",FL—LIAM E
METROPOLITAN
:C%s
001604 GRANDVIEW DR 001602 GRANDVIEW DR HAIR
SHERION 8 Lj
9496 -41- 41 1 -
olb I
2
E z<
OV�EN
001522 1 GRANDVIEW DR
1 J
q
>
9496-49-0566-
GRANDVIEW DR 2 -
SPLIT LEVEL
PROP. 359 L
-,OF
4� fC M R, - u G
PLE
F.F.,=2 17, 76
OFFSET: 42
0 LVEL f
YVER E
......
kACCESSISLE
z
00
(SEE '1VO.Tr, F"
INV = 217.49
SEE SHEET C10
VVA p LE < ,
Cf)
C
'D
SEE NOTE 2, TYP
GRANDVIEW DR 2 -
0
1 10
STA. 1+87
STA. 3+48
75-
001522 1 GRANDVIEW DR
PROP. 4" CO
q
>
9496-49-0566-
GRANDVIEW DR 2 -
ato of
PROP. 359 L
-,OF
STA. 3+29
CF)
J
OFFSET: 42
0
......
�23
RIM: 222.49
z
00
8
INV = 217.49
0
uj1 -1
PROP. 4" Co
SEE NOTE 2, TYP
GRANDVIEW DR 2 -
0
1 10
STA. 1+87
STA. 3+48
h
3 TOR Y
=22.3,86 N
F f � � 220.
15"RICK BlIp. Gl
5R
up y >
1 STORY
�W�CK BL-06
I S TOR y
9-C2
RRIICK 171,
r F ti
PROP, 4" CO
PROP. 4" CO PROP, 4" CO GRANDVIEW DR 2 -
GRANDVIEW DR 2 - GRANDVIEW DR 2 -
-1 STA, 2+48
I- -
STA. 1+51 STA. 1+70 2 OFFSET: -23.55'
OFFSET: -23,73' OFFSET: -23,69- �Q
RIM: 21 RIM: 220,96
RIM: 217.73 8.25
INV 215,86
INV 212.73 INV 213.25
BV 2�12
—
� I . ..........
LL
1-1 -
1 +00
-.1+00 2+00
I
34
3
0 -1,
77
cL
GRANDVIEW DR I - r-
GRANDVIEW DR 2 -
STA- 1+54
L j
STA. 1+10
43 OFFSET: -23,30'
OFFSET: 23.37'
RIM: 215.41 RIM: 21T80
Ni
INV = 208.41 EXIST S-3 [77 INV 211.80
1 s7ORY 144TOP: 213.77 1 S TOR I
INV OUT. 210�49
1 STORY ORiCK BLDG BRICK BIDG I STORY
I z
F F. =218,78 f5p, 11CA, ;�L� DIG
'31 PROP. PIPE COLLAR
COF STD DR-10 =221,0
BRI(W -DO
Y
PROP'. '4" CO
=219,77 EXIST, S-2 PROP. MH 5
REMOVE& GRANDVIEW DR 1 0
TOP, 215.14 REPLACE 24 LF STA. 0+50 GRANDVIEW DR I STA. 0+0 1 PROP, 4" CO
PROP, 4" CO INV. IN: 210.80 GRANDVIEW DR 2 STA. 0+00 GRANDVIEW DR 2 -
OF DR I - INV. OUT. 210,80 OF EXIST. 30" RCP OFFSET: -23.31' SEWER CORRIDOR 2 -STA. 3+52 STA. 0+90
STA. 2+38 RIM: 214.23 VDIA. MANHOLE WI OFFSET: 23.36'
INV = 208,23 STANDARD RING & COVER
OFFSET: -23.3V RIM: 217.40
RIM: 216.09 EXIST. 6" GA7E VALVE Wt 1 8" DROP STRUCTURE INV = 211 A0
INV = 210.09 SANDOVAL
REYNALDA STACEY, JIM RIM: 215,47
GROUND ELEV =213
76
,
& HUSBAND & WIFE IMELDA S
,
INV IN = (S) 200,27 PRATT, ERNESTINE WHITE
1001611 GRANDVIEW DR 001609 GRANDVIEW DR TOP OF NUT ELEV.=210.76 INV IN = {N} 207.29 001603 GRANDVIEW DR
9496-49-3254- 9496-49-3342- INV OUT =200A7 9496-49-2575-
ASCO GROUP L L C BURRELL, MONIKA HERTH & PROP. 4" CO AQUINO, HECTOR D
f DR 001613 GRANDVIEW DR GRANDVIEW DR I - 001607 GRANDVIEW DR CLARK, ANNIE S
001615 GRANDVIEW DR 9496-49-3187- STA .1 [phone] GRANDVIEW DR
9496-49-4100- 9496-49-3410-
ra
OFFSET: -23.31' 9496-49-2498-
RIM: 215.16
INV =20816
1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER.
I WAM0,1001I 199� Lqm [oil g
GRANDVIEW DR I
SCALE: HOR 1"=40'; VERT 1 "=4'
225
220
205
198
215
195
RIM: 221.05 Ffi-:=225W8
INV = 215.05
AVERY, BETTY G
& HUSBAND LAVON ALLEYNE, GRANT L & WIFE
001523 GRANDVIEW DR 001521 GRANDVIEW DR
9496-49-2653- 9496-49-2721-
C3
- I
D 6
ato of
PROP. 359 L
-,OF
5ffigl
8
8" SDR 26 PVC >
J
m
...........
......
W
1
8
ul
0
uj1 -1
PROP. 4" Co
PROP, 4" CO r--
GRANDVIEW DR 2 -
GRANDVIEW DR 2 -
STA. 1+87
STA. 3+48
OFFSET: 23,42'
Ri
OFFSET: 23.51
RIM: 219.11
RIM: 222.55
INV = 213,11
WATERLINE
I INV 216:55
0
PROP. 4" CO
O
I STORY
GRANDVIEW DR 2 -
SERVICE,
3-ITICK 306'
STA. 2+70
I- CD
C,4
gzujai- C4 t--
r F=222-15
OFFSET: 23 47'
CK SIDG
RIM: 221.05 Ffi-:=225W8
INV = 215.05
AVERY, BETTY G
& HUSBAND LAVON ALLEYNE, GRANT L & WIFE
001523 GRANDVIEW DR 001521 GRANDVIEW DR
9496-49-2653- 9496-49-2721-
GRAPHIC SCALE
40 0 20 40 80
(IN FEET)
HORIZ: 1 inch = 40 ft.
VERT.: 1 inch = 4 ft.
NC STATE PLANE
NAD83, NAVD88
C3
- I
D 6
ato of
+
5ffigl
8
a
.......
J
m
...........
......
W
1
8
ul
0
uj1 -1
r
co
-4 ul
.......
uj
Co
ra
uj W
>
Ln
b>-
+
WATERLINE
It
0
tLI
O
SERVICE,
I- CD
C,4
gzujai- C4 t--
r
a
z Co
0 R a. ol 24 8
Ci 31
T
w
C=
US, mz: 0 o -�t 11 11 C'l
I x ._- tl
EXIST,
EXIST,:
WATERLINE'
LU
GRAPHIC SCALE
40 0 20 40 80
(IN FEET)
HORIZ: 1 inch = 40 ft.
VERT.: 1 inch = 4 ft.
NC STATE PLANE
NAD83, NAVD88
Mal,
220
3'r,
3
206
195
C3
...........
ato of
+
5ffigl
8
a
.......
J
m
...........
......
W
1
8
on
E ag
0
-4 ul
.......
CJ
ra
uj W
>
Oy
WATERLINE
It
0
O
SERVICE,
I- CD
C,4
gzujai- C4 t--
r
a
z Co
0 R a. ol 24 8
Ci 31
T
w
C=
US, mz: 0 o -�t 11 11 C'l
I x ._- tl
EXIST,
EXIST,:
WATERLINE'
LU
ics
Cp
d-z- ZQVCH4-z o
0
WATERLINE
SERVICE
... ....
SE jE:'
EXIST, -RVIr
GAS
EXI
GA
Ig.........
. ................
.......
SLIT
... .. ..
EXI
N :..GAS....:.....,.
- ELECT EXIST,
... a ..E .
...ELECTRIC
SERVICE
EXIST, 6"
WATERLINE
... ...... ... ......
(AQUA)
EXIST,
EXIST.
..........
... ..
WATERLINE 7
ELECTRIC
SERVICE:.
.. ........ ............
.. .... ....
PROP- 359 LF
.................
'OF8,,SDR 26 PVC
........
...........
a
otoo oto
. .......
Ito
@ 0,500% SLOPE
..........
....... ......
. .........
t
1 +50 2100
......
...............
j,
......
r
..
........... .......
............
2+-50 3tO 3+50
Mal,
220
3'r,
3
206
195
C3
ato of
+
5ffigl
8
+E
J
0
CL
'0
W
1
8
on
E ag
0
C3
J
W
Cb
Go
>
Go
tV
■
w
CJ
ra
Oy
uj
It
0
O
W6
ca
r
a
Iil
Ci 31
T
C3
J
W
Cb
Go
>
Go
tV
w
CJ
Oy
uj
It
0
O
W6
ca
r
a
Iil
Ci 31
T
C=
LU
ics
Cp
0

11
COOPER, SONYA D GLOVER, MARQUITA R,
001514 GRANDVIEW _ DR WOODROW & ELLINGTON, TIMOTHY K Se WIFE GARCIA, CASTULO M & WIFE HEIDE
9496-39-9878- 001512 GRANDVIEW DR 001510 GRANDVIEW DR 001508 GRANDVIEW DR HAYES, DIANNA &
9497-30-9033- 9497- 3t}- -9111-
9496-39-9956-
PROP. 001506 GRANDVIEW DR
4" GO 9497-30-8280 -
GRANDVIEW DR 2 - PROP, 4" CO
_STA. 5+12 GRANDVIEW DR 2 -
OFFSET., -23.39' STA. 5+85
RIM: 227.62 OFFSET: -23.38'
INV = 222.62 RIM: 229,32
INV = 22432
I S TOR Y I S, I OR Y
I STORY RRfCK 80r,
apicK 81-1 06 gffirK SLOG
17 AMCK 61.19^
6�_ X, 17.=232.27 I F. "- 2, � 2, 22�'
P Nl', OG
LSEE NOT
PROP. 4" CO
S�L ..... PROP. 4" CO PROP. 4" CO
GRANDVIEW DR 2
GRANDVIEW
2
1 It GRANDVIEW DR 2 - +1
STA, 81 STA. 8+82
STA. 7+23 OFFSET: - 23.65' OFFSET: �23,89
A OFFSET: -23.36' RIM: 230.08 RIM: 229.72
RIM: 231.30 INV = 223.72
INV = 224.58
BV INV = 225.30
5+00 j U q*
PROP. 364LF
> OF 8" GLASS 50 DIP
CL
@ 0.50010 SLOPE
Nt
PROP. 4" CO
GRANDVIEW DR 2 -
STk 5+07
OFFSET: 23.54'
RIM: 22720
INV = 221.20
?RxK 8.Dr�
LOIrER IEVE, FF
INACCESSIBLE
40FF 61,
4
BISHOP, MORRIS ANTHONY
001515 GRANDVIEW DR
9496-49-174-
1
6+00
F�
. a_
7_0 4
PROP. 4" CO
GRANDVIEW DR 2 -
-STA. 5+90
OFFSET: 23.54'
RIM: 229.95
INV = 223,95
Nr
I s I 16W y
101
Ff", =236,41
NISBETT, VERONICA
001513 GRANDVIEW DR
9497-40-1042-
W,
o w R- - I
(0
z �11
C4 M CR
rn
04
Cn
MCNEIL, FLETCHER J
11 litlic'r, nAltrinA )
GRANDVIEW DR QA� C-'l 0 cu
10-
9497-30-8268- f-a 0 Z
01
,no
C4 ;u z
0>-
COI z
0
CA < >
CTI - �u
STOR y M �u
1 0 1 m _ ,
C_
PROF. 4" C,
GRANDVIEW DR 2 -
STA. 9+12
OFFSET: -23.99' Ll
RIM: 229.94
INV = 224.94
PROP. EASEMENT
9497-30-7656-
PROP. TEMPORARY
4' DIA. MANHOLE W/
ELECTRIC VAULT
3,Alya.L7
PROF. SEWER LINE, CLEAN OUT & MANHOLE
C3
0
+
CONSTRUCTION EASEMENT
0
WATER METER
S; l)f�
k
tk
PROP. STORM DRAINAGE
IM: 229.80
INV IN = (NW) 222.92
SOIL BORING LOCATION
IRRIGATION VALVE
INV IN = (W) 222.92
,n\ 1 Flo p v
SEE GEOTECHNICAL
PROP. 4" CO l:,'?Jl,i4
ca a
tr
PROP, WATER LINE & METER
Q_
REPORT
M
ELECTRIC TRANSFORMER
PROP. MH 21
SS -
SANITARY SEWER LINE & MANHOLE
0
APPROXIMATE EX.
(4)
TELEPHONE PEDESTAL
c
WATER LINE &VALVE
. i-3
S�o 1
SEPTIC TANK LOCATION
0
POST
G
UNDERGROUND GAS
p
CONCRETE MONUMENT
-0
MAILBOX
LA
E UNDERGROUND ELECTRIC,
0
IRON PIPE FOUND
-1
LIGHT POLE
LIT
UNDERGROUND TELEPHONE
-<S-
FIRE HYDRANT
TELEVISION PEDESTAL
FO
UNDERGROUND FIBER OPTIC LINE
0
DRAINAGE MANHOLE
INV (N)
INV IN = (E) 213.23
BUSH
--TV
UNDERGROUND TELEVISION CABLE LINE
SIGN
olil
DROP INLET
LANDSCAPE
INV
INVERT
F.F.
FINIS I H FLOOR
W,
o w R- - I
(0
z �11
C4 M CR
rn
04
Cn
MCNEIL, FLETCHER J
11 litlic'r, nAltrinA )
GRANDVIEW DR QA� C-'l 0 cu
10-
9497-30-8268- f-a 0 Z
01
,no
C4 ;u z
0>-
COI z
0
CA < >
CTI - �u
STOR y M �u
1 0 1 m _ ,
C_
PROF. 4" C,
GRANDVIEW DR 2 -
STA. 9+12
OFFSET: -23.99' Ll
RIM: 229.94
INV = 224.94
10+00- -11 +00
_0 PROP. 404 LF
> OF 8" CLASS 50 DIP
@ 0.50% SLOPE
-234- -PROP. MH 20 k PROPROP. (,�
4 "' CO
GRANDVIEW OR 2 - STA. 7+23
PROP. 4" CO's PROP, 4" CO PROP. 4" CO GRANDVIEW DR 2 -
I
4'DtA MANHOLE WI GRANDVIEW DR 2 -
I ,
GRANDVIEW DR 2 - GRANDVIEW DR 2 - STA. 10+27
STANDARD RING & COVER 7 STA. 9+36 OFFSET: 22.46'
STA. 9+04
STA. 6+75
­WI 14" DROP STRUCTURE OFFSET: 22.78 RIM: 229.90
OFFSET: 23.53' OFFSET: 22.89'
RIM: 231.71 RIM: 229�99 RIM: 22916 rn
r- INV 223.90
RIM: 232.58 (D
INV 22176
--V�IINV IN (N) 211.11 "OF INV 223,99 0;u
3
INV 226-58
INV IN 224.83 OR DO z
INV OUT 211.01 (0 ON
Fr,=2,53,38 14 Ila
VEL y
BRICK RLDC 0 -71
=236,42 wTc- 6) r f 232, Ib
,,A ACCESSOL1 PROP. 4" CO
['41
GRANDVIEW _w
(SEE 1,10-7E 6) GRANDVIE DR2-
Wy
BROOKS, JOHN D, DONALD A
001511 GRANDVIEW DR
9497-40-1110-
I_
STA 8+04
HINES, JEROME D
OFFSET: 23.24' 001505 GRANDVIEW
DR
RIM: 231.85 9497-40-0344- Tt
INV= 225.85
BROACH, JOSEPH DANIEL
001509 GRANDVIEW DR
9 #97 -40 -0198- JOHNSON, HENRY R JR
9497-40-0276-
'do
001507 GRANDVIEW DR
(n
0
C:
4
IT!
LINDA I
r- X I MORRISON, I STOKES, LARAON-C
° I 001111 CHILTON DR
9497-30-6614 -
r3 -< 14 (0 r-
I (n2
tA 0 (n
SEE SHEET C17 oco
�T -15
;u 0
GILMORE, RONALD E & WIFE GRANDVIEW DR 2 -STA. 13+16
001422 GRANDVIEW DR
001107 CHILTON DR I
9497-AO-S7QA-
ca
9497-30-7656-
tzi E
4' DIA. MANHOLE W/
0 ID 8 �li
Moldy
3,Alya.L7
it C�'m 0 .
Qzo
C3
0
+
STANDARD RING & COVER
0
F4
S; l)f�
k
tk
U-
3:
IM: 229.80
INV IN = (NW) 222.92
DR
31 Vtd of, 9497-30-8515-
RRCK
INV IN = (W) 222.92
,n\ 1 Flo p v
Ln
Cn
PROP. 4" CO l:,'?Jl,i4
ca a
tr
F s��,icx
F F- �p
Q_
GRANDVIEW DR 2 -
STA. 13+32
M
INV OUT 221
0
PROP. MH 21
■
OFFSET: -40.31'
RIM: 229.80
0
0
GRANDVIEW DR 2 - STA. 11+27
>_
uj
>
Lu
bc
. i-3
S�o 1
SOUTHGATE RD 3 - STA. 0+00
cr_
INV = 223,80
Lu
0
VDIA, MANHOLE W1
LU
z
LA
STANDARD RING & COVER
U)
m
-1
Gy
/_W/ 1-8" DROP STRUCTURE
in
m
0
N.
10+00- -11 +00
_0 PROP. 404 LF
> OF 8" CLASS 50 DIP
@ 0.50% SLOPE
-234- -PROP. MH 20 k PROPROP. (,�
4 "' CO
GRANDVIEW OR 2 - STA. 7+23
PROP. 4" CO's PROP, 4" CO PROP. 4" CO GRANDVIEW DR 2 -
I
4'DtA MANHOLE WI GRANDVIEW DR 2 -
I ,
GRANDVIEW DR 2 - GRANDVIEW DR 2 - STA. 10+27
STANDARD RING & COVER 7 STA. 9+36 OFFSET: 22.46'
STA. 9+04
STA. 6+75
­WI 14" DROP STRUCTURE OFFSET: 22.78 RIM: 229.90
OFFSET: 23.53' OFFSET: 22.89'
RIM: 231.71 RIM: 229�99 RIM: 22916 rn
r- INV 223.90
RIM: 232.58 (D
INV 22176
--V�IINV IN (N) 211.11 "OF INV 223,99 0;u
3
INV 226-58
INV IN 224.83 OR DO z
INV OUT 211.01 (0 ON
Fr,=2,53,38 14 Ila
VEL y
BRICK RLDC 0 -71
=236,42 wTc- 6) r f 232, Ib
,,A ACCESSOL1 PROP. 4" CO
['41
GRANDVIEW _w
(SEE 1,10-7E 6) GRANDVIE DR2-
Wy
BROOKS, JOHN D, DONALD A
001511 GRANDVIEW DR
9497-40-1110-
I_
STA 8+04
HINES, JEROME D
OFFSET: 23.24' 001505 GRANDVIEW
DR
RIM: 231.85 9497-40-0344- Tt
INV= 225.85
BROACH, JOSEPH DANIEL
001509 GRANDVIEW DR
9 #97 -40 -0198- JOHNSON, HENRY R JR
9497-40-0276-
'do
001507 GRANDVIEW DR
(n
0
C:
4
IT!
LINDA I
r- X I MORRISON, I STOKES, LARAON-C
° I 001111 CHILTON DR
9497-30-6614 -
r3 -< 14 (0 r-
I (n2
tA 0 (n
SEE SHEET C17 oco
�T -15
;u 0
GILMORE, RONALD E & WIFE GRANDVIEW DR 2 -STA. 13+16
001422 GRANDVIEW DR
001107 CHILTON DR I
9497-AO-S7QA-
12+00
GRANDVIEW DRIVE PROP, 189 LF
OF 8" SDR 26 P\
@ 0.50010 SL 229'
PROP, CO
GRANDVIEW DR 2 -
STA. 12+80
OFFSET: 40.31'
_77dVn" f RIM: 229.46
111-RCL POIN'l- 11 INV = 223.46
Vv
r�, NAIL, 5FT)
NTF-I-470520.82
1 q093990A2 0 &
3 7dVn. Sj C6
CV C
y
SEE SHEET C17 c 00
PROPOSED SEWER LATERAL NOTE,
1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2, PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER.
EXISTING GAS SERVICE NOTE,
1. ALL EXISTING GAS SERVICES ARE NOT SHOWN ON THE PLANS. CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING EXISTING GAS SERVICES PRIOR TO EXCAVATION AND
SHALL COORDINATE THE TRENCH PROTECTION TO AVOID DISRUPTION OR DAMAGE TO
THE EXISTING GAS SERVICES.
CIe
X1,
PROP. 4" CO
GRANDVIEW DR 2 -
L-STA. 13+59
OFFSET: 18.24'
RIM: 229.85
A
"INV = 22185 C5
- fA�
CV
GRAPHIC SCALE
40 0 20 40 80
(IN FEET)
HORIZ: I inch= 40 ft.
VERT.: I inch = 4 ft.
NC STATE PLANE
NAD83, NAVD88
ca
9497-30-7656-
tzi E
4' DIA. MANHOLE W/
0 ID 8 �li
Moldy
it C�'m 0 .
Qzo
m
o + E
STANDARD RING & COVER
GRANT, MARTHA HOSTON
001424 GRANDVIEW
LIZ -
0
S; l)f�
k
tk
U-
3:
IM: 229.80
INV IN = (NW) 222.92
DR
31 Vtd of, 9497-30-8515-
RRCK
INV IN = (W) 222.92
,n\ 1 Flo p v
Ln
Cn
PROP. 4" CO l:,'?Jl,i4
ca a
tr
F s��,icx
F F- �p
Q_
GRANDVIEW DR 2 -
STA. 13+32
M
INV OUT 221
0
PROP. MH 21
■
OFFSET: -40.31'
RIM: 229.80
0
rrnn
0'. �r-
GRANDVIEW DR 2 - STA. 11+27
>_
uj
z:
Lu
bc
. i-3
S�o 1
SOUTHGATE RD 3 - STA. 0+00
cr_
INV = 223,80
Lu
0
VDIA, MANHOLE W1
LU
z
LA
STANDARD RING & COVER
U)
m
-1
Gy
/_W/ 1-8" DROP STRUCTURE
in
m
0
11-
RIM: 229A7
IN = 220.98
UA
BIChh
INV (N)
INV IN = (E) 213.23
UA
INV OUT = 213.13
j.
12+00
GRANDVIEW DRIVE PROP, 189 LF
OF 8" SDR 26 P\
@ 0.50010 SL 229'
PROP, CO
GRANDVIEW DR 2 -
STA. 12+80
OFFSET: 40.31'
_77dVn" f RIM: 229.46
111-RCL POIN'l- 11 INV = 223.46
Vv
r�, NAIL, 5FT)
NTF-I-470520.82
1 q093990A2 0 &
3 7dVn. Sj C6
CV C
y
SEE SHEET C17 c 00
PROPOSED SEWER LATERAL NOTE,
1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2, PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER.
EXISTING GAS SERVICE NOTE,
1. ALL EXISTING GAS SERVICES ARE NOT SHOWN ON THE PLANS. CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING EXISTING GAS SERVICES PRIOR TO EXCAVATION AND
SHALL COORDINATE THE TRENCH PROTECTION TO AVOID DISRUPTION OR DAMAGE TO
THE EXISTING GAS SERVICES.
CIe
X1,
PROP. 4" CO
GRANDVIEW DR 2 -
L-STA. 13+59
OFFSET: 18.24'
RIM: 229.85
A
"INV = 22185 C5
- fA�
CV
GRAPHIC SCALE
40 0 20 40 80
(IN FEET)
HORIZ: I inch= 40 ft.
VERT.: I inch = 4 ft.
NC STATE PLANE
NAD83, NAVD88
ca
tzi E
tom
!t+ 810
0 ID 8 �li
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20130147.00oR

GWOOD 10 TOG oz<:: C I,
PROP. MH 11
SOUTHGATE RD I -STA. 0+00
+
Z
SOUTHGATE RD 2 - STA. 0+00 °o C'4 01
CHILTON DR 2 -STA. 18+26 + LT Del
ffi-I I ASPHA
4' ey I A
C%t SEE SHEET C16 4:
4'DIA. MANHOLE W1 1"INK FENCE
x W
'ALT qDel�'
AMIYR71E
STANDARD RING & COVER I I i < I
I i a- SEE SHEET C1 3 - C;ONTRO1_ pOjI']I+ a "I I
RIM: 225.91 1 ­­ - - ­-
w
INV IN = (N) 218.30 > uj BURNS, LOIS C & TIMOTHY I
INV IN = (W) 21T61 LL_ 007429 SOUTHGATE RD"" CONCRE7E WE I I F /7 1
INV IN = (E) 218.45 EIE 091W :�_ 3: 9497-30-7514- 1 T 19 91,7 9 -1 0, 4 2
BU
RS
2 8 6 8
Uj
ELE%,A
INV OUT 217.51 ;d 0
0 1 V. I
z w 40"
SEE SHEET LAN05CA
C28
CONTROL POINF # 12
(PK NAIL SET)
NORTH =470349.25 EXIST S-27
EAST= AST=1993_950.60
0� Ln TOP.- 225.94-
ELEVATION =225 C111 Q0 .67 INV. IN. 219,52,
fz(
CJ
0
W 0 M
1 0
z "51"
0)
0
X
loe 0 cs
1, US
z
dr
4y Lu
V)
> I's I
CS n -,4- o 3�:
-F 4j �Lf > Z�
PROP. 4" CO
SOUTHGATE RD 2 - STA, 2+65
Al 1. 1 a 6, P/, 30 llv'ot" �11�- Lt
"I PROP, 4" CO >0 0'0 1�1� Q' SOUTHGATE RD 2 - z 9,
>
I STORY
0 �t
z BLOG
cr) STA, 0+80 SET' 3.87'
tzi 6 k4) M (D
OFFSET: -33,20' 228,� jj,,,'yAPLF
PROP. MH 21
RIM: 227.11 INV 222.46 + 81"? "K BLDC
INV 221.11 z 14 1 C4
+ 11711 SOUTHGATE RD 3 - STA. 0+00 f
EXIST S-25 EXIST m PROP. MH 24 -
44 PROP. 4" CO (D 0 SOUTHGATE RD 2 -STA, 2+62, 7F Df GRANDVIEW DR 2 - STA, 11 +27 PROP. 4" CO
TOP: 224.47
OUT 220.94 PUBLIC SOUTHGATE RD 2 - 5 DIA. MANHOLE W1 SOUTHGATE RD 3 -
INV WELL STA. 2+10 4'DIA. MANHOLE Wt STANDARD RING& COVER STA, 1+35
EXIST S-20 -SET: STANDARD RING & COVER /_W1 1-8" DROP STRUCTURE /-OFFSET: -23.56'
TOP: 226.43 OF- -30AT W/ 14" PIPE SLIDE
RIM: 228.23
INV OU T: 224.25 RIM: 229A7 RIM: 22&22
h1w( RIM: 228.03 INV = 222.22
4 G f- i A INV 222.23 INV IN (N) 220.98
V (N) 221.98
�N' lfi�,,,K FSNCE
77- X__ (E) 213.23 4' CHA
k 228 INV IN (S) 22319 X�x
=X-
INV OUT = 221.08 _�g __11 ' r15 `_RCPF1a'Ae
CaL. __1 i I i � �A "An
Tw
0-
z I ' � -
t 301 4� F IT 2
1 1+00 2+1
SOUTHGATE
0,4 1
<
PROP. 262 LF ROAD PRO P, 135 LF
OF 8" SDR 26 PVC ........... OF 8" SDR 26 PVC
---- - ....... ...... .... .
T� �iqj
TVI t- 0.50% SLOPE 226 -
@ 1 .00% SLOPE
EXIST. S-26 EXIST. S-21 G
TOP. 224. 4t ,--
PROP. 4" CO UT-_ TOP: 226.36 At Ujil . . . . . W, iblv( +
LANDSCAPE
INV IN. 220.05 __V� -
1_9 SOUTHGATE RD I - IN V IN, 223.02 It- - - PROP. MH 25
INV. OUT- 220,05 --1 PROP. 4" CO
I INV, T.- 223.02 LANDSCAPE SOUTHGATE RD 3 -STA. +35
PROP. MH 23 STA.1+32 PROR 4!' CO SOUTHGATE RD 2 - 4'DIA. MANHOLE Wt
OFFSET: -20-88' SOUTHGATE RD 2 - xi I -
25 SOUTHGATE RD I - STA. 1+49 rF STA. A. 2+62 w STANDARD RING & COVER
RIM: 224.69 STA. 1+49 OFFSET: 23.00' SIGN
4'DIA. MANHOLE Wt INV = 219,69 W/ 14' DROPS TRUCTURE
STANDARD RING & COVER RIM: 228.22
RIM: 224,07 CONTRACTOR SHALL TEST PROPOSED :4 SOUTHGATE RD 2 - RIM: 227,53 INV = 223.66
P-7-ANV = 222�53 117� INV IN = (N) 221.75
INV OUT 218,35 GRAVITY SEWER TO WATER MAIN STA, 1+02 _ 1 61, 1 INV OUT 213.91
slow PROP. 4" CO OFFSET: 25.39' -RIW 228.66
STANDARDS IN ACCORDANCE WITH OFFSET: 24,35'
F f" 2, 20
PWC REQUIREMENTS RIM: 227.09 F.F z.,232.37
1 5 TOR Y
INV 222-09 CA, _RLD", s F61R,(
'z
aRfok 'RuqG
DELORENZO, FRANK A & W -4
LO
WIFE
c'F=23U09f
Z� S� L
0 1 007502 SOUTHGATE RD
uj I I s FOR y
M.
9497-40-0413-
if,'IREE
0 z pRICK RLDG
13 0 1
=2312,90
20
61) aw-j _r EXIST. 5 -22 =:! I - v ul
c1d"N 0 J_ o I >
4' CH TOP, 225.29
LEWIS, BINSON, GARRY J
LINK 222.05 IsGLENN
INV IN. 1 502 GRANDVIEW OR
kPlIALT re 0 r- � & WIFE 007430 001
INV OUT 222.05 ~{° C'j 0) 497-30-8358-
It SOUTHGATE RD 9
A/
ASPHALT ORNE
6 7 SEE SHEET C
t- (n
00
R
II
C4
Cl 10 Lr
03
Lu
ASPHALT DRI
OPTIC om 9497-30-7365-
SEE SHEET C13 Lj > A IALT DRIVE
tsi
TRIO- 1r_0
re't fir' _t` 0 o re� VAULT uj 0 W Do CROF 0 1 elf z I
Q5 Q.11 W<o
--j (y-
0
�12"CAK �151 [if kq 0
0 Lj 1 (9
LL_
.3
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U)
SEE SHEET I a)
To a, 6 i4 tn C 14f1 t� c1 -t IwF "-s
0)
eia z: 7_
329m
te,
�p
PROP. EASEMENT
CIA
-00
k,-,
ELECTRIC VAULT
:�j 5 Pei
rr,
cv
CONSTRUCTION EASEMENT
LLJ
WATER METER
E 5
E
ui 0
Cr_ C14
PROP. STORM DRAINAGE
+
Lli -
>4
IRRIGATION VALVE
In
PROP, WATER LINE & METER
o
SEE GEOTECHNICAL
REPORT
E
ELECTRIC TRANSFORMER!
C.2
SS -
-
OPTIC om 9497-30-7365-
SEE SHEET C13 Lj > A IALT DRIVE
tsi
TRIO- 1r_0
re't fir' _t` 0 o re� VAULT uj 0 W Do CROF 0 1 elf z I
Q5 Q.11 W<o
--j (y-
0
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LL_
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SEE SHEET I a)
To a, 6 i4 tn C 14f1 t� c1 -t IwF "-s
0)
eia z: 7_
329m
mul
235
MR
225
rwi
215
210
208
PROPOSED SEWER LATERAL NOTE:
I . CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE
THE PROPOSED SEWER LATERAL INSTALLATION WITH THE
EXISTING UTILITIES. CONTRACTOR SHALL USE PWG
STANDARD DETAIL S. 12 SEWER SERVICE LATERAL UTILITY
CONFLICT SEPARATION REQUIREMENTS ONLY WHEN
APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY
• AVOID CONFLICT WITH EXISTING UTILITIES
CONTRACTOR SHALL COORDINATE NEW LOCATION WITH
PWC PROJECT COORDINATOR.
I
PIZ, Ea
235
w
o
225
q41]
215
210 -
KE-M
i+bo 1+bo
SOUTHGATE RD 2.
SCALE: HOR 1"=40'; VERT
41 CEDAR
4"CEDAR
i
4" EDAR
I Is •1%, Y
RAll iaLIOG
;F =2 0,21 I
I s7"ORY
eip"If"K 161114XII,
F F. =.�?J' 3 43
GRAPHIC SCALE
40 0 20 40 so
(IN FEET)
HORIZ: I Inch= 40 ft.
VERT.: I inch= 4 ft.
INC STATE PLANE
NAD83, NAVD88
240
0
PROP. EASEMENT
CIA
PROP. TEMPORARY
E0
ELECTRIC VAULT
u>
PROP, SEWER LINE, CLEAN OUT & MANHOLE
cv
CONSTRUCTION EASEMENT
0
WATER METER
E 5
E
P -M
PROP. STORM DRAINAGE
+
SOIL BORING LOCATION
>4
IRRIGATION VALVE
In
PROP, WATER LINE & METER
SEE GEOTECHNICAL
REPORT
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EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY
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W 12-4" DROP STRUCTURES
RIM: 220.36
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9496--48-9409-
PROP. 4`" CO
SEWER CORRIDOR 7 -
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RIM: 219.83
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OFFSET: 13 -54' i € . z € rn RIM: 220.39 5' DIA, MANHOLE W1
til RIM: 220.43 CL INV IN = (E) 206.15 STANDARD RING & COVER
' INV = 216.50 w INV IN = (N) 216.47 W124" DROP STRUCTURES
k, INV IN = (S) 215.17 ' RIM: 220.37
w--INV OUT = 206,15 INV IN = (SE) 20711
W INV IN = (E) 207.47
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3r Q� 0 0
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PROPOSED SEWER LATERAL NOTE:
1 CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE
THE PROPOSED LATERAL 1 y
EXISTING UTILITIES. CONTRACTOR
STANDARD DETAIL SERVICE LATERAL
CONFLICT SEPARATION REQUIREMENTS
APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY
TO AVOID CONFLICT WITH EXISTING UTILITIES
CONTRACTOR ' # #•M y TE NEW LOCATIO
PWC PROJECT COORDINATOR.
230
I1
mg
ME
210
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SEPTIC TANK NINE:
1. CONTRACTOR SHALL REPAIR ANY DAMAGE TO SEPTIC
TANKANDI OR DRAIN FIELD, TO EXISTING OR BETTER
CONDITION AND IN ACCORDANCE WITH ALL LOCAL
AND STATE REGULATIONS, IMMEDIATELY UPON
OCCURRENCE OF DAMAGE DURING CONSTRUCTION.
OF SEWER IMPROVEMENTS. CONTRACTOR SHALL
PUMP AND HAUL SEPTIC CONTENTS AS NECESSARY
DURING THE INTERIM BETWEEN SEPTIC SYSTEM
DAMAGE AND REPAIR. NO SEPARATE PAYMENT.
SHED,SEE
NOTE 2
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5' DIA. MANHOLE W{
STANDARD RING & COVER
W 12-4" DROP STRUCTURES
RIM: 220.36
INV IN = (N) 207.75
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INV IN = (NE) 216.03
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9496--48-9409-
PROP. 4`" CO
SEWER CORRIDOR 7 -
STA 3+51
rol OFFSET: 15.03'
RIM: 219.83
INV = 214.80
a 0.359 ACRES OF RIM: 219.88
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1 L PROPOSED GATE �PERMANENTEASEMENT S HOC? xQ f
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OFFSET: 13 -54' i € . z € rn RIM: 220.39 5' DIA, MANHOLE W1
til RIM: 220.43 CL INV IN = (E) 206.15 STANDARD RING & COVER
' INV = 216.50 w INV IN = (N) 216.47 W124" DROP STRUCTURES
k, INV IN = (S) 215.17 ' RIM: 220.37
w--INV OUT = 206,15 INV IN = (SE) 20711
W INV IN = (E) 207.47
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3r Q� 0 0
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PROPOSED SEWER LATERAL NOTE:
1 CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE
THE PROPOSED LATERAL 1 y
EXISTING UTILITIES. CONTRACTOR
STANDARD DETAIL SERVICE LATERAL
CONFLICT SEPARATION REQUIREMENTS
APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY
TO AVOID CONFLICT WITH EXISTING UTILITIES
CONTRACTOR ' # #•M y TE NEW LOCATIO
PWC PROJECT COORDINATOR.
230
I1
mg
ME
210
tjAg
200
SEPTIC TANK NINE:
1. CONTRACTOR SHALL REPAIR ANY DAMAGE TO SEPTIC
TANKANDI OR DRAIN FIELD, TO EXISTING OR BETTER
CONDITION AND IN ACCORDANCE WITH ALL LOCAL
AND STATE REGULATIONS, IMMEDIATELY UPON
OCCURRENCE OF DAMAGE DURING CONSTRUCTION.
OF SEWER IMPROVEMENTS. CONTRACTOR SHALL
PUMP AND HAUL SEPTIC CONTENTS AS NECESSARY
DURING THE INTERIM BETWEEN SEPTIC SYSTEM
DAMAGE AND REPAIR. NO SEPARATE PAYMENT.
SHED,SEE
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SEE SHEET C19
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GENERAL NOTES:
GRAPHIC SCALE
40 0 20 40 80
(IN FEET)
HORIZ.: 1 Inch = 40 ft.
VERT.: 1 inch = 4 ft.
NC STATE PLANE
NAD83, NAVD88
1. CONTRACTOR SHALL ROTATE ECCENTRIC REDUCER SO RING AND COVER ARE
ACCESSIBLE AND NOT UNDER FENCE. ALIGN STEPS IN MANHOLE ACCORDINGLY.
2, EXISTING STORAGE SHEDS ARE ANTICIPATED TO BE REMOVED AND RELOCATED BY
PROPERTY OWNER PRIOR TO CONSTRUCTION.
3. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH CHAIN LINK GATE CENTERED OVER THE
EXISTING 4' HIGH FENCED SECTION (APPROXIMATELY 11 FT IN WIDTH) OF PERMANENT
UTILITY EASEMENT. THE INSTALLATION OF THIS GATE SHALL BE A SEPARATE PAYMENT
ITEM. FENCE REMOVAL AND REPLACEMENT SHALL BE CONSIDERED INCIDENTAL TO THE
SEWER INSTALLATION AND NO SEPARATE PAYMENT SHALL BE MADE.
4. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH WOODEN PRIVACY GATE CENTERED
OVER THE EXISTING 6' HIGH FENCED SECTION (APPROXIMATELY 14 FT IN WIDTH) OF
PERMANENT UTILITY EASEMENT. THE INSTALLATION OF THIS GATE SHALL BE A SEPARATE
PAYMENT ITEM, FENCE REMOVAL AND REPLACEMENT SHALL BE CONSIDERED
INCIDENTAL TO THE SEWER INSTALLATION AND NO SEPARATE PAYMENT SHALL BE MADE.
5. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH WOODEN PRIVACY GATE CENTERED
OVER THE EXISTING 6' HIGH WOODEN PRIVACY FENCED SECTION (APPROXIMATELY 16 FT
IN WIDTH) OF PERMANENT UTILITY EASEMENT, THE INSTALLATION OF THIS GATE SHALL
BE A SEPARATE PAYMENT ITEM. FENCE REMOVAL AND REPLACEMENT SHALL BE
CONSIDERED INCIDENTAL TO THE SEWER INSTALLATION AND NO SEPARATE PAYMENT
SHALL BE MADE,
6. CONTRACTOR SHALL REPLACE CONCRETE FROM EXPANSIONICONSTRUCTION JOINT TO
EXPANSION /CONSTRUCTION JOINT FOR ALL REMOVAL AND REPLACEMENT OF CONCRETE
SIDEWALKS AND OR DRIVEWAYS. QUANTITIES HAVE BEEN ESTIMATED SINCE ACTUAL
LOCATION OF EXPANSION JOINTS MAY VARY.
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NC STATE PLANE
NAD83, NAVD88
1. CONTRACTOR SHALL ROTATE ECCENTRIC REDUCER SO RING AND COVER ARE
ACCESSIBLE AND NOT UNDER FENCE. ALIGN STEPS IN MANHOLE ACCORDINGLY.
2, EXISTING STORAGE SHEDS ARE ANTICIPATED TO BE REMOVED AND RELOCATED BY
PROPERTY OWNER PRIOR TO CONSTRUCTION.
3. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH CHAIN LINK GATE CENTERED OVER THE
EXISTING 4' HIGH FENCED SECTION (APPROXIMATELY 11 FT IN WIDTH) OF PERMANENT
UTILITY EASEMENT. THE INSTALLATION OF THIS GATE SHALL BE A SEPARATE PAYMENT
ITEM. FENCE REMOVAL AND REPLACEMENT SHALL BE CONSIDERED INCIDENTAL TO THE
SEWER INSTALLATION AND NO SEPARATE PAYMENT SHALL BE MADE.
4. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH WOODEN PRIVACY GATE CENTERED
OVER THE EXISTING 6' HIGH FENCED SECTION (APPROXIMATELY 14 FT IN WIDTH) OF
PERMANENT UTILITY EASEMENT. THE INSTALLATION OF THIS GATE SHALL BE A SEPARATE
PAYMENT ITEM, FENCE REMOVAL AND REPLACEMENT SHALL BE CONSIDERED
INCIDENTAL TO THE SEWER INSTALLATION AND NO SEPARATE PAYMENT SHALL BE MADE.
5. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH WOODEN PRIVACY GATE CENTERED
OVER THE EXISTING 6' HIGH WOODEN PRIVACY FENCED SECTION (APPROXIMATELY 16 FT
IN WIDTH) OF PERMANENT UTILITY EASEMENT, THE INSTALLATION OF THIS GATE SHALL
BE A SEPARATE PAYMENT ITEM. FENCE REMOVAL AND REPLACEMENT SHALL BE
CONSIDERED INCIDENTAL TO THE SEWER INSTALLATION AND NO SEPARATE PAYMENT
SHALL BE MADE,
6. CONTRACTOR SHALL REPLACE CONCRETE FROM EXPANSIONICONSTRUCTION JOINT TO
EXPANSION /CONSTRUCTION JOINT FOR ALL REMOVAL AND REPLACEMENT OF CONCRETE
SIDEWALKS AND OR DRIVEWAYS. QUANTITIES HAVE BEEN ESTIMATED SINCE ACTUAL
LOCATION OF EXPANSION JOINTS MAY VARY.
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SEWER CORRIDOR 7 - STA. 3+15
VDIA. MANHOLE W1
STANDARD RING & COVER
Sz�,w,
W124" DROP STRUCTURES I
pzz""" RIM: 220.37
INV IN = (SE) 207.21 w
INV IN = (E) 207,47'
PROP. 151 LF OF INV IN = (N) 215.58 BV
24" STEEL ENCASEMENT INV IN = (8) 213.93
INV 21771 W/ PROP ' 151 LF OF INV OUT = 207.07
8" RJDI INSTALLED
INV: 216.99
BORE AND JACK METHOD
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1�p EXIST. 15" RCP
GENERAL 51 PROP. TX10' STA, 2+56
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PERMANENT ------
NOTEI OFFSET: -28.16' 12�. 217
RIM: 219,41 217-
EASEMENT
'IRECEIVING PIT INV 214.41
1+0 INV: 216.51
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�e ­� L � �'. 1,­ 1901 4 619 4.7 5
46 PROP. MH 30
ENTRY PIT
0 LLL,/A I ON=­ T-70
0 Lo PROP, 4" CO KNOTTY OAK CT - STA. 3+55
(o Cm C) KNOTTY OAK CT -
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Al DRIVEWAY SEE NOTE 6�
RIM: 2-20.50
OD r-,E STANDARD RING & COVER
I M r- 0 0 INV 214.50 IN V: 216.05 lu RIW 218.87
:E -q 1 EMP(
0 m )RARY
00 z CONST EASEMENY_ t INV IN = (NW) 209,73
Co 0 L,) I x f INV IN = (E) 210�25
PROP� 4" CO a IN V: 216.46 INV OUT = 209.63
>
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0 STK 2+70 1 Lm f
11 1
M) OFFSET� 28.9 U-
PROP. MH 27 Z :�w - Dpvj ;u
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0 VDIA. MANHOLE W/ X X
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INV IN (SW) 214�83 z a:
IN V: 21
b INV IN � (NE, 216,03 652
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m INV: 216.4550
410) "
INV: 217.95
PROPOSED SEWER LATERAL NOTE:
1 CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV'. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER.,
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GENERAL 51 PROP. TX10' STA, 2+56
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NOTEI OFFSET: -28.16' 12�. 217
RIM: 219,41 217-
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1+0 INV: 216.51
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0 LLL,/A I ON=­ T-70
0 Lo PROP, 4" CO KNOTTY OAK CT - STA. 3+55
(o Cm C) KNOTTY OAK CT -
0) 0 0') 1�' REMOVE REPLACE BURGENFIELD DR 1 - STA. 0+00
M
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CD r- All 1168YOFCONCRETEJ OFFSET: 40.62*
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Al DRIVEWAY SEE NOTE 6�
RIM: 2-20.50
OD r-,E STANDARD RING & COVER
I M r- 0 0 INV 214.50 IN V: 216.05 lu RIW 218.87
:E -q 1 EMP(
0 m )RARY
00 z CONST EASEMENY_ t INV IN = (NW) 209,73
Co 0 L,) I x f INV IN = (E) 210�25
PROP� 4" CO a IN V: 216.46 INV OUT = 209.63
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0 STK 2+70 1 Lm f
11 1
M) OFFSET� 28.9 U-
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SEWER CORRIDOR 7 - STA, 3+52 O)o INV 213.03 C3 z
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0 VDIA. MANHOLE W/ X X
TDIA. MANHOLE W/ w INV: 216,90
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RIM: 220�36 RIM: 221.27 00 0 -zz
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INV IN (SW) 214�83 z a:
IN V: 21
b INV IN � (NE, 216,03 652
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0 z 00 1,;,Nz loo SEE Sl­lfffft�2
INV OUT = 207.65 INV OUT 208.81 00
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m INV: 216.4550
410) "
INV: 217.95
PROPOSED SEWER LATERAL NOTE:
1 CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV'. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER.,
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SEPTIC TANK NOTE:
1. CONTRACTOR SHALL REPAIR ANY DAMAGE TO SEPTIC
TANK ANDI OR DRAIN FIELD, TO EXISTING OR BETTER
CONDITION AND IN ACCORDANCE WITH ALL LOCAL
AND STATE REGULATIONS, IMMEDIATELY UPON
OCCURRENCE OF DAMAGE DURING CONSTRUCTION
OF SEWER IMPROVEMENTS. CONTRACTOR SHALL
PUMP AND HAUL SEPTIC CONTENTS AS NECESSARY
DURING THE INTERIM BETWEEN SEPTIC SYSTEM
DAMAGE AND REPAIR. NO SEPARATE PAYMENT.
KNOTTY 0JAMIK CTI
SCALE: HOR I "=40'; VERT I "=4'
230
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GRAPHIC SCALE
40 0 20 40 80
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HORIZ: I inch= 40 ft.
VERT�: I inch= 4 ft.
NC STATE PLANE
NAD83, NAVD88
GENERAL NOTES:
t CONTRACTOR SHALL ROTATE ECCENTRIC REDUCER SO
RING AND COVER ARE ACCESSIBLE AND NOT UNDER
FENCE. ALIGN STEPS IN MANHOLE ACCORDINGLY.
2� EXISTING STORAGE SHEDS ARE ANTICIPATED TO BE
REMOVED AND RELOCATED BY PROPERTY OWNER PRIOR
TO CONSTRUCTION.
3� CONTRACTOR SHALL INSTALL A CUSTOM WIDTH CHAIN
LINK GATE CENTERED OVER THE EXISTING 4' HIGH
FENCED SECTION (APPROXIMATELY 11 FT IN WIDTH) OF
PERMANENT UTILITY EASEMENT. THE INSTALLATION OF
THIS GATE SHALL BE A SEPARATE PAYMENT ITEM. FENCE
REMOVAL AND REPLACEMENT SHALL BE CONSIDERED
INCIDENTAL TO THE SEWER INSTALLATION AND NO
SEPARATE PAYMENT SHALL BE MADE.
4. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH WOODEN
PRIVACY GATE CENTERED OVER THE EXISTING 6' HIGH
FENCED SECTION (APPROXIMATELY 14 FT IN WIDTH) OF
PERMANENT UTILITY EASEMENT. THE INSTALLATION OF
THIS GATE SHALL BE A SEPARATE PAYMENT ITEM. FENCE
REMOVAL AND REPLACEMENT SHALL BE CONSIDERED
INCIDENTAL TO THE SEWER INSTALLATION AND NO
SEPARATE PAYMENT SHALL BE MADE.
5. CONTRACTOR SHALL INSTALL A CUSTOM WIDTH WOODEN
PRIVACY GATE CENTERED OVER THE EXISTING 6'HIGH
WOODEN PRIVACY FENCED SECTION (APPROXIMATELY 16
FT IN WIDTH) OF PERMANENT UTILITY EASEMENT. THE
INSTALLATION OF THIS GATE SHALL BE A SEPARATE
PAYMENT ITEM. FENCE REMOVAL AND REPLACEMENT
SHALL BE CONSIDERED INCIDENTAL TO THE SEWER
INSTALLATION AND NO SEPARATE PAYMENT SHALL BE
MADE.
& CONTRACTOR SHALL REPLACE CONCRETE FROM
EXPANSION/CONSTRUCTION JOINT TO
EXPANSIONICONSTRUCTION JOINT FOR ALL REMOVAL
AND REPLACEMENT OF CONCRETE SIDEWALKS AND OR
DRIVEWAYS. QUANTITIES HAVE BEEN ESTIMATED SINCE
ACTUAL LOCATION OF EXPANSION JOINTS MAY VARY.
7. NO ACCESS TO BACKYARD SEWER (SEWER CORRIDOR 7)
SHALL BE ALLOWED FROM KNOTTY OAK CT
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PROPOSED SEWER LATERAL NOTE:
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EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILI
CONFLICT SEPARATION REQUIREMENTS ONLY WHEN
APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTAL
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CONFLICT SEPARATION REQUIREMENTS ONLY WHEN
APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTAL
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215
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210
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EXIST,
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SERVICE (AQUA)
C
@ SLOPE
205
205
200
200
1
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BURGENFIELD DR 2.
EL I ECTRIC
SCALE: HOR 1 " =40'; VERT 1 " =4'
PROP. MH 35 PROR 4" CO
IDLEWOOD CT I - P STA. 0+79 IDLEWOOD CT I -
4! DIA, MANHOLE W1 C
9FR�! 22:5.49 F STA. 0+68
STANDARD RING & COVER R 101t, 19,
RIM: 2%04 RIM: 218.27 9,9
OFFSET: 29.96'
OA�CL SEE SHEET C19 -
INV IN = (S) 208.95 INV 21127 96 /r+,
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INV OUT 20&85 -
66
PROP. 4" CO
IDLEWOOD CT I - pnlRjj 4 9y• (10,
INV: 216.99 21
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21T37 INV: 21'7.71 19- -0
INV 211.37
PROP. 162 LF Q 0
E- EVATION�2 Nl 0,
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PROP. 4" CO OF 8" SDR 26 PVC 0'.0;0
IDLEWOOD CT 1 - @ 0.50% SLOPE INV: 217.29
PROP. MH 28
ZI I.Zb
INV: IDLEWOOD CT I -STA, 0+00
SO
STA. 1+80 INV: 216.21
OFFSET: 33.11'
IDLEWOOD CT 2 -STA. 0+00
C;
RIM: 217.71 SEWER CORRIDOR 8 - STA. 2+27
INV 210.71 21 - 8 4'DIA. MANHOLE W1 0
STANDARD RING & COVER 0­0
PROP. 4" CO 21695 -8" PIPE SLIDE
INV W/ 1 Lp ers RIM: 219,38
IDLEWOOD CT 1 - INV: 215.42-
STA. 2+51
INV IN (SW) 208.46
EXIST 15" RCP
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INV IN (NE) 210.76
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PROP. MH 34 STA, 1+33 - % <�l V-4-
IDLEWOOD CT I - STA. 2+41 INV: 217.74 OFFSET- - 28,11'
4'DIA, MANHOLE W1 OFFSET: -25.64' INV: 217.84 RIM: 218'74
STANDARD RING & COVER RIM: 218.21 INV 212.74
INV = 213.21
W/ 14" PIPE SLIDE PROP. 4" CO
br RIM: 217.95 EXIST. S -1 xTD IDLEWOOD CT 1
INV IN (SW) 209-88 STA. 1+56
TOP: 21ZO6 EXIST. 15' RCP
INV IN (SE) 209.86
INV IN = E 211-69
!N4% IN: 215.191 OFFSET: -25.67- INV: 217.87 -/ L EXIST. 18" RCP
()
INV IN: 215.19° RIM: 21840 %
INV OUT = 209.76
215,19 INV = 211,40
114,4,
INV OUT INV: 216.44 0
EXIST. 15" RCP IN V.: 215.63 ­ - p
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EXIST 15 RCP 06 7;
EXIST. 15" RCP si INV: 21Z9
'Ay INV: 215.46 INV: 216.51
INV: 215.46 -
1? 5 8
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IDLEWOOD STA. 0+65
o PROP, 4" CO PROP. 4" CO
a IDLEWOOD CT I - 4'DIA. MANHOLE W1
IDLEWOOD CT I - STANDARD RING & COVER
STA. 2+67
j-� �p STA, 2+54 RIM: 219,83
OFFSET: -15.16'
INV IN = (N) 212.17
OFFSET: -33.39'
RIM: 217.47 rl
INV = 210.47 RIM: 217,41 INV OUT = 211.17
00 INV: 215422 NV = 212.41
INV: 215.28
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HORIZ.: 1 inch = 40 ft.
VERT.: 1 inch = 4 ft.
NC STATE PLANE
NAD83, NAVD88
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20130147-OO.R
F
PROP. EASEMENT PT70P, TEMPORARY ELECTRIC VAULT
PROP. SEWER LINE, CLEAN OUT & MANHOLE CONSTRUCTION EASEMENT WATER METER
SOIL BORING LOCATION
PROP. STORM DRAINAGE X IRRIGATION VALVE
PROP. WATER LINE & METER SEE GEOTECHNICAL 2 ELECTRIC TRANSFORMER
REPORT
SS - - --4D- SANITARY SEWER LINE & MANHOLE APPROXIMATE EX. 4 TELEPHONE PEDESTAL
WATER LINE & VALVE SEPTIC TANK LOCATION 0 POST
UNDERGROUND GAS a CONCRETE MONUMENT - 11 MAILBOX
E - UNDERGROUND ELECTRIC 0 IRON PIPE FOUND g LIGHT POLE
UNDERGROUND TELEPHONE FIRE HYDRANT @ TELEVISION PEDESTAL
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20130147-OO.R
F
PROP. EASEMENT PT70P, TEMPORARY ELECTRIC VAULT
PROP. SEWER LINE, CLEAN OUT & MANHOLE CONSTRUCTION EASEMENT WATER METER
SOIL BORING LOCATION
PROP. STORM DRAINAGE X IRRIGATION VALVE
PROP. WATER LINE & METER SEE GEOTECHNICAL 2 ELECTRIC TRANSFORMER
REPORT
SS - - --4D- SANITARY SEWER LINE & MANHOLE APPROXIMATE EX. 4 TELEPHONE PEDESTAL
WATER LINE & VALVE SEPTIC TANK LOCATION 0 POST
UNDERGROUND GAS a CONCRETE MONUMENT - 11 MAILBOX
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20130147-OO.R
F
PROP. EASEMENT PT70P, TEMPORARY ELECTRIC VAULT
PROP. SEWER LINE, CLEAN OUT & MANHOLE CONSTRUCTION EASEMENT WATER METER
SOIL BORING LOCATION
PROP. STORM DRAINAGE X IRRIGATION VALVE
PROP. WATER LINE & METER SEE GEOTECHNICAL 2 ELECTRIC TRANSFORMER
REPORT
SS - - --4D- SANITARY SEWER LINE & MANHOLE APPROXIMATE EX. 4 TELEPHONE PEDESTAL
WATER LINE & VALVE SEPTIC TANK LOCATION 0 POST
UNDERGROUND GAS a CONCRETE MONUMENT - 11 MAILBOX
E - UNDERGROUND ELECTRIC 0 IRON PIPE FOUND g LIGHT POLE
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20130147-OO.R
F
PROP. EASEMENT PT70P, TEMPORARY ELECTRIC VAULT
PROP. SEWER LINE, CLEAN OUT & MANHOLE CONSTRUCTION EASEMENT WATER METER
SOIL BORING LOCATION
PROP. STORM DRAINAGE X IRRIGATION VALVE
PROP. WATER LINE & METER SEE GEOTECHNICAL 2 ELECTRIC TRANSFORMER
REPORT
SS - - --4D- SANITARY SEWER LINE & MANHOLE APPROXIMATE EX. 4 TELEPHONE PEDESTAL
WATER LINE & VALVE SEPTIC TANK LOCATION 0 POST
UNDERGROUND GAS a CONCRETE MONUMENT - 11 MAILBOX
E - UNDERGROUND ELECTRIC 0 IRON PIPE FOUND g LIGHT POLE
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1_0
ti
EXIST.
BOUNDARY
PROP. ANTI-SEEP
COLLAR
>
to I S?
WIM 37
a=wcp CORRIDOR ,%. STA. n+nn
EXISTING MANHOLE
RIM: 196.44--
INV IN = (NW) 187.69
INV IN = (NE) 187.69
INV OUT = 187.59
EXIST. 5-106�
RIM: 196.44J
INV. 12" PVC NE. 18Z69
INV. OUT: 18759
CONTRACTOR SHALL VERIFY THAT THE
EXISTING MANHOLE HAS A CAM LOCK RING AND
COVER. IF THE EXISTING MANHOLE DOES NOT
THEN THE CONTRACTOR SHALL CHANGE OUT
COVER TO BE CAM LOCK RING AND COVER.
Immm
SEE SHEET
PROP. ANTI-SEEP
COLLAR
1+00
PROP. 162 LF
OF 8" CLASS 50 DIP
@ 0.50% SLOPE k \
0.128 ACRES OF CLEARING AND GRUBBING,
PERMANENT EASEMENT
PROP. MH 38
SEWER CORRIDOR 3 - STA. 1+62
SEWER CORRIDOR 4 - STA. 0+00
SEWER CORRIDOR 5 - STA. 0+00
4'DIA. MANHOLE Wl
CAM LOCK PING & COVER
RIM: 193.99
INV IN = (SIN) 188A0
INV IN = (NE) 188.60M
INV OUT = 188.50
210
CONTRACTOR TO PROVIDE
PROPERTY OWNER WITH
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ACCESS THE PROPERTY
DURING CONSTRUCTION N
PROP. MH 39
SEWER CORRIDOR 6 - STA. 0+00
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5'DIA. MANHOLE Wit
10 31 380NOO STANDARD RING & COVER
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PROPOSED SEWER LATERAL NOTE:,
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REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
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CONTRACTOR TO PROVIDE
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PROP. MH 39
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REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
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OF SEWER IMPROVEMENTS, CONTRACTOR SHALL PUMP AND HAUL SEPTIC CONTENTS
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I �­ -- -, a ---- : I ­c "I , 1,444-464'"��N(1-�
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PROP. 4" CO , 7,�=-�-r,- - [ OF 6-FEET CRAINLINK -­ ,9 1 N. ­ -- -"- I
�L-l� + =----:" I -C� �­-I- -- � 5 , - --- - . q: I kk! 11
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10 _;" -1, ,-�' �, I , - �-
0 \/ - - I • STA. 5 +92 I ,-11 /,­, 1-1 I'll 1-1 PROP. 199 LF a CLEARING AND GRUBBING, EASEMENT W/ 4-FEET ­ "".11­ Ll-­­ -- (L 9 6 --- I-- 1 2+00 d - ." ll/-[-- -­­­ = - ),Z�� '*'I p � l?, N
<-,, z ,,, -- I PERMANENT 190,­­­ --'-,,-' ,
SEWER CORRIDOR 4 - I ,� -, I OF FENCE ALONG PERMANENT , -R - 1'eje'. -- -- - �
"11--,
I OF 8"CLASS 50 DIP 2 WIDE GATES ALONG - - � �� C 00 ­­ - 495 - , 5 a !4 � -11 - � r--­ 1, I I- ---­�, - - I
�. �. ,­,\ . - . ­- - - . - -- y I ! - - I I ­ 1­11 I --- - I 11. --wq
I , 0.53% SLOPE I 1­11111 w000 st"Lol - I 7 .
­..", I-' ­��,
RIM: 197.41 1 " 1-1 @ - 1, - - - - I 11 1�95 I I � "I 16�1 1
OFFSET: 10'7�1' 1/ z/ I 11 "I - " - -- �t ­-
1-" I , X/ I EACH PARCEL -- ----__ "I I 1­ l­, - 144-­---- '\ -f, J­ 11 11 - Z:l ­1 I - .-- I I ,- 'LL , ,
INV = 19106,- ' 1\1?llb lao �- 1, ­ - -- -- -, p1l'. snc 5111) Q I � � - -- ��11, ,
" L I - - -, 193 194 , -,
­' I/ PROP. MH 42- PROP. 383 LF I ­ -1 t� ......... -- -­ -- " - � r^
l-," --d -, I OF 8" CLASS 50 DIP --__ ," --- -, x ­--192 - _-- --V-- -j- �f�lp, -1,� ­ I—— ­­ 1�7� - -A-;7 1�— , T,pff
I SEWER CORRIDOR 4 - STA. 3+83 --- 1--­ -- I �- I , - - - - - I---- �1� I 711%oll f I
"I
PROP. MH 41
SEWER CORRIDOR 4 - STA. 5+82
4'DIA. MANHOLE W/
STANDARD RING & COVER
WI 24" SLIDES
RIM: 196.86
INV IN = (SW) 192.86
INV IN = (NW) 193.33
INV OUT = 191.66
- EXIST.
-,, WETLAND BOUNDARY
11-1
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. LEGEND
— — — — — —
I
4'DIA. MANHOLE Wl
CAM LOCK RING & COVER -
PROP. SEWER LINE, CLEAN OUT & MANHOLE
RIM: 196,21
PROP. STORM DRAINAGE,
INV IN = (SW) 190,61
PROP. WATER LINE & METER
INV OUT= 190.51
SANITARY SEWER LINE & MANHOLE
-
- EXIST.
-,, WETLAND BOUNDARY
11-1
x
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. LEGEND
— — — — — —
PROP. EASEMENT
cc
- �-
p m
PROP. SEWER LINE, CLEAN OUT & MANHOLE
IIIIIIIIIIIIII IIIIIIIIIIIIII11--
PROP. STORM DRAINAGE,
0
PROP. WATER LINE & METER
- - - SS - - ­0-
SANITARY SEWER LINE & MANHOLE
-
WATER LINE &VALVE
- — — G — — —
UNDERGROUND GAS
— — — E —
UNDERGROUND ELECTRIC
- --UT---
UNDERGROUND TELEPHONE
--- FO ---
UNDERGROUND FIBER OPTIC LINE
---TV ---
UNDERGROUND TELEVISION CABLE LINE
0
LANDSCAPE
Im
PROP. TEMPORARY
EO
ELECTRIC VAULT
; . , : I , , � - :
CONSTRUCTION EASEMENT
0
- 215
01
SOIL BORING LOCATION
SEE GEOTECHNICAL
m
WATER METER
IRRIGATION VALVE
:
REPORT
Q
ELECTRIC TRANSFORMER
CHI
APPROXIMATE EX.
@
TELEPHONE PEDESTAL
I I
SEPTIC TANK LOCATION
0
POST
El
CONCRETE MONUMENT
m1a D
MAILBOX
0
IRON PIPE FOUND
A
LIGHT POLE
-<S-
FIRE HYDRANT
I � I
. -
9 I I - ­�­:­'
:, , , �. ­:, - �:. '' � - �, � , ", - �:
TELEVISION PEDESTAL
0
DRAINAGE MANHOLE
6
BUSH
v
SIGN
JEM
DROP INLET
INV
INVERT
F.F.
FINISH FLOOR
.- - 0.380 ACRES OF I I ', _ 11,11. I'll _.._1, 11- 0.50 °lo SLOPE
CLEARING AND GRUBBING,
TEMPORARY EASEMENT I
,--,, I 1
0.058 ACRES OF I
CLEARING AND GRUBBING,
PERMANENT EASEMENT
� I
V-
191-- '---
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*,%
OF 8" CLASS 50 DIP 11, - - ­­.-
I I ��,I,� I
.
11 - � �-� I s ­
0,126 ACRES OF
�
, @ 0.50% SLOPE ,
,
, I ­ - -- CLEARING AND GRUBBING,
­
" ----* - A92 INV: 994.75_,- --- ­1 PERMANENT -1 EASEMENT
�l -- I --"--
�11115> I -- - ---/ 0.098 ACRES OF
: , �- -
, ---�
, ".z
.
I - �-� ­� CLEARING AND GRUBBING,
128 ACRES OF I
CLEARING AND GRUBBING, TEMPORARY EASEMENT
- ��; I I I - -­-----
PERMANENTEASEMENT
r � I
� I EXIST.
I
I
I I WETLAND BOUNDARY
. -- ­­� - PROP. MH 38 1
/ SEWER CORRIDOR .4 - STA. 0+00
lli' SEWER CORRIDOR 5 - STA. 0+00
- / SEWER CORRIDOR 3 - STA. I 1+62
- ­ - 4'DIA. MANHOLE W/ I
- -1 ­1(v -- CAM LOCK RING & COVER PROP. MH 43
--- -,,0 RIM: 19199 SEWER CORRIDOR S - STA. 3+17
1
194 - q$, INV IN = (SW) 188,60 1 . 4'DIA. MANHOLE Wl
I Ili -•197 INV IN = (NE) 188.60 CAM LOCK RING & COVER
I'll, ­­ I . � --196 - - INV OUT = 188.50 RIM: 195,55
SEE SHEET C21 INV IN = (NE) 190.29
11 INV OUT = 190.19
I
EXIST. 2n ­PVC I
­- -106
---,
--� S EXIST. I
RIM: 196.44 .
INV. 12" PVC NE: 18Z69
INV. OUT. • 187.59
PROPOSED SEWER LATERAL NOTE:
I
1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
I
PROJECT COORDINATOR.
SEPTIC TANK NOTE: I
I
I
1 . CONTRACTOR SHALL REPAIR ANY DAMAGE TO SEP-nC TANK AND/ OR DRAIN FIELD, TO
EXISTING OR BETTER CONDITION AND IN ACCORDANCE WITH ALL LOCAL AND STATE
REGULATIONS, IMMEDIATELY UPON OCCURRENCE OF DAMAGE DURING CONSTRUCTION
OF SEWER IMPROVEMENTS. CONTRACTOR SHALL PUMP AND HAUL SEPTIC CONTENTS
AS NECESSARY DURING THE INTERIM BETWEEN SEPTIC SYSTEM DAMAGE AND REPAIR.
I NO SEPARATE PAYMENT.
IIIII
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PROP. 148 LF -111 ', /
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--._ -1 ,/
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SEWER CORRIDOR 6 - STA. 4+65
— — —1 971 - 7 8111 71. 1 ,Z72-17:
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, ", 9496-3— 8-51
q6, -A, —­­ -----
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'u % KNIGHT. JAMES -- -
lz \ & WIFE JULIA k
`� 001 327 WORSTEAD DR ------ —
4!,!A'` 9496-38-5826 _ � I --,
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VDIA. MANHOLE W/
STANDARD RING & COVER
Wl 1 -4 "' DROP STRUCTURE
W/ 1-4" PIPE SLIDE
RIM: 204.68
INV IN = (NW) 197.70
INV IN = (N) 200.69
1 INV IN = (E) 199.53
INV OUT = 197,60
GRAPHIC SCALE
40 0 20 40 so
(IN FEET)
HORIZ.: 1 inch = 40 ft.
VERT.: 1 inch = 4 ft.
NC STATE PLANE
NAD83, NAVD88
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- 6 -$6Vb - 6096 -8 960 13 INV OUT = 244.04
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JONES, WANbA C PROP. MH 46
SECRETARY OF �� _. 1 PROR 4" CO �
FLINCFI S, -MICHAEL RUFFIN, IRMA F & 001354 WORSTEAD DR r + I
VETERANS AFFAIRS 8t W1FE WORSTEAD DR 1 - WORSTEAD DR 1 - STA. 84 >
F P 001382 WORSTEAD DR STA, 4 +14� 94961 -38- 0696 - 4' D1A. MANHOLE WI . � �� l• �.� �
�.. PARKER, RENATE 001370 WORSTEAD DR 001366 WORSTEAD DR
9498 -28 -95 8 -,i ;'{
001374 WORSTEAD DR 9496 --28 -8590- _ OFFSET: 25.77' ( STANDARD RING &COVER t
9498. -2$. 544- TEMRAZ, MOHAMED A +` ,rf 1
9496 -28- 8458 '� RIM: 212,10 RIM: 211.26 !: >:? I €
L) INV = 204.10 INV IN = (SM 201.46 SANTIAGO RU1Z, JAMES, STEWART - 001334 WORSTEAD DR I
"" I 001342 WORSTEAD DR 9496 -38- 2982- Et*tIOR
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wST 001346 WORSTEAD DR 9498 -38 -2801-
W 7 9
PROP, MH 44 `{�'i m -_ _ - MCRAE, ELLA M 9498 - 38- 17 6- MARV€N JR 7 71� r Op132 fig- 3
'd,'A� I CENTER FOR ECONOMIC EXIST S - 10 496°
WORSTEAD DR 1 - STA. 9 +28 s',t� s 001350 WORSTEAD DR I t } Jn f BYERS, 001338 WORSTEAD DR} SEE SHEET G24
? ' a y 001378 WORSTEAD DR TOP: 210.68 � TJ,4Y �° ll�_ �}. ?
9498--35- -1721-
4' DIA. MANHOLE WI , ,... v' 9,} 9496 -28 -8410- 1 sTu iY INV. OUT 206.93 KANGAS, DEAN Aar t .2 9496 -38- 2848 -
STANDARD RING & COVER
' ; ;, ^,. FRAME 1 RELOCATED. 4" GO
_ r \ t, y ? ,.,..., r :" v � >V � " 4' ,NYC. sn y s
}t€r` Y 001358 WORSTEAD DR EXIST. S - ?3 F: : =111:i t St{.TF( zP,•
RIM: 213.11 z< S Fu., "t' 1 ;tC ;� _ 1?;: F J�fORSTEAD DR 2 sue'
y ,.r i7?4 T ,or, .:W 2; p i .57 f;rs1 : < 9496 -38 -0642- TOP: 209.83 PROP, 4"
1
INV IN = (SE) 205,28 _ i' ' 1' Li7G z INV. OUT.• 205. ?8 ? "11. I4 STA. 4 +13 41
I,.M }:f% 7:t :- !fie v 1 T WORSTEAD DR 1 - F',t,wt „
INV OUT = 204.28 :T:- ?1 ? ,5 1 S70 TOR f STA. 2 +1p r e PRC3P. 4 Ct} OFFSET: - 22.36' a
r PROP. 4" CO 414 !"RAYS Bu00 ° t WORSTEAD DR 1 -
PROP, 4" CO PROP. 4" GO a � aF is; } � � , � i �Tc n Y � OFFSET: 24,7x" PROP. 4" CO STA. p +59 RIM: 218.04
WORSTEAD DR 1 - ; .r. - ', ,,C � UE 1..,
WORSTEAD DR 1 - Y f WORSTEAD DR 1 -� PROP. 4 GO PROP. 4 CO }: = 2t.1i( PROP. 4" CO RIM: 212.44 WORSTEAD DR 1 INV = 212.45
f h STA. 7 +29 WORSTEAD DR 1 -
t..l X21; STA p +94
OFFSET: 22.19'
STA. 8 +61 STA. 7 +52 WORSTEAD DR 1 - PROP, 4" CO WORSTEAD DR 1 - INV = 246.40 RIM: 216.96 4
M� OFFSET: 22.24' STA.6 +64 ' OFFSET: 23.24` O -"
$ OFFSET: 17,13' OFFSET: 21.12" 1 STA, 5 +97 WORSTEAD DR 1 . PROP, PIPE COLLAR PROP. 4" CO STA, 2 +72 °s ) INV = 210.96
PROR4 "CO �' RIM: 213.52 RIM. 213.32 RIM :213.16 OFFSET: 24.36' OFFSET: 25 -66` � RIM: 216.23
STA, 5 +33 COF STD DR -1p WORSTEAD DR 1 - OFFSET: 24.22' mow, r
- -. INV = 247.16 RIM: 212.62 ? INV = 214.23
WORSTEAD DR 1 - INV = 207.52 - INV = 207.32 . r Ff. RIM: 212.32 OFFSET: 25.55' STA. 3 +29 RIM: 210.99 _ - `'
f .rte, INV = 206.62 RIM: 212.24 PROP. 4 "' GO OFFSET: 22.45' i >1� ,� � � � ``v
<i� 1
STA: 9 +28 ,, INV = 206.32 INV = 202.99 1 -.•. ?. -�
OFFSET: - 22.$6' - . m w1 WORSTEAD DR 1 - ( t
_ U , _ W INV = 204.24 Rik 211.42
RIM: 210.74. _, - _ U_ U �_ . STA, 4 +26 I
rs _w _ _..........wu__..::. >. . _... _ . J12 212 INV = 20342 : x r
INV = 205.74 °�,., m � �_. �__..___ __ ..r_: >..-._ .���.�` _ .._.... U �- OFFSET: 24.74'__)i .. ` _. �..._.- �.'''' "^ ,�' + �'
v 1 �>. RIM: 212.39 1 t3f'.166 # F w ra cu
> 9 +00 '°r -C'ti - ENV = 204.39 PR pVG �..__,.. 1 -, t 217"
+ c- 8 +00 ar 216 u?e OP ?''OP. 773# fi f1 ' ;,cr ";i`7: 2 2 f � � CiF 8 5 /Sk_OPE 1+pp�R11lE � �r.. �-�- as I
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{OG7 `.: ; <s' t PROP, 370 LF 3' 'If,'C T °IdC" 0 t u ; ? . ,
WI14' DROP STRUCTURE
, j v' f1 c? r ^i� f [OF 8" SDR 26 PVC t a .,. 4+ -W i✓ 1 XIST 5 -12 -° RIM: 216.94 4. ..
° " rs tw ...W..._ ,. -~ TCIP: 2(9.6$ s
-� - - - -�, INV IN = (NE) 198.74
y9, F r p.5p °7a SLOPE z r v . _ as INV IN = (SW) 199.34 I't7f
s - - .._ INV IN: 204.618 � � '
} c m2 t" c , _ s fN1l IN: 2fJ4.36 INV IN = (NW} 211,54 I29 B = i
h`{ s Sa t IINV OUT• 204.1$ sti r�Y IN1/OLIT 198.64
a s
,�d�'✓`` �` ¢ <rr'' >,• ' F r' ! -PROP. PIPE GC}LLAR.` 1 1- F71r .. COF STD DR -10 PROP PIPE COLLAR , r.t�I�C: �?} ,�; F :. -,' X1:91 ,� ;�siil` -��;; �� F, DENNLS � 1 � �tet� 7'i r�� ., -�-��� � ". � l � � 17.zs{
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r,F=2t0,r,;s�, F,;'A 4 REM4?VE& iy & BE LINDA DR I `,= ,," COCKRUM, lFE
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' 1 ice" PROP, PIPE COLLAR REPLACE 80 LF 001347 WOR '`
NlE I ITE ?3i_ €I 3663 - KIMBERLIE WIFE -_ k WRS�
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BLOC, ROUSTON, �.o OR' 1 �A E � KARL y JR ( � I�,F r L`G �' OF EXIST, 18" RCP �,.. � � 94961 -38- CISSr D DR ROBERT L & DR t F = . ryf I
�✓` I.,' =3,2T i WORSTO I ,2c9,.,c 1IAYf3IwS, GGF STCi DR-1p
001379 (l!E'N 1 _ t , 1f} 001343 WORSTS 001339 WORSTEAl7. €.. Z'G a 00132_
MA 00137 r 21.2 f rY s #'O ,
S 0217- N, OR r7j f. r;r,u iRAflJt € 94'96 38- 4618- 9496 --38- -4761 ttS, ' 949 .M
c E, BARRY.. I 9498 -38` MAHNKE & D lE t I OWE rw.
. WALLAC STEAD OR NORMAN C' _ JONAT R5 EC OlR WORS3 1305- SECRETARY OF 3='_?t E r F4101") 1 I E{ I $c W1FEDR
WOR I C305TIL DR 5 WO 9496 l_t? rl : ff° ) .KENN H f 1,),Ti t COBS WORSTEAO 001387 00137 VERANS AFFAIRS ; °, ml7.i
9496 °28_9137- 001383 WORSTEAO 0351- DR f , : `s179.i, OASI tIELL, PROP, MH 4T _ _..
I. IiX, 2g_ 9272- 94.96 -38 PROP. MH 45 001367 WORSTEAD LASSETER, JEFFREY = 2rI :I. i
I 94961- 1368- TRAMMELL, JAMES E Hp,RRISOtd III tt WORSTEAD DR 1 - STA, 2+16 1` 00133 5734•`
, WORSTEAD DR 1 -STA. 5+57 9498 ~33 WIFE &WIFE 001351 WORSTEAD DR 9496 "8'f t�
_ CANIJEE r C . <� 9496-38- 4' DIA. MANHOLE WI _ . ._.r.,. _ lit' x JA
001359 WORSTEAD DR 353$ - I rS
MER, ORMA I _.. LNG &COVER _, _1 KN1G lA
0010395 WflRSTEAD OR DOSTIELA, N R i _�_ �-�- 4' DIA. MANHOLE W! - 001363 WORSTEAD DR 9496 -38 -2457- �� ° � STANDARD R 3UL �
`'
WORSTEAO O �" STANDARD RING & COVER - RIM: 211,46 STEAD
8058° 1391 _28_9111- ' ' 9496 -38 -2413- I° g i ALABASTER, DAVID 19 K WIFE DR
N C 9496 00 9496 € .._ -__ _ RIM: 211.05 _ r_ s) 001355 WORSTEAD DR E ,._ . - WO
NOR a "1, a, t ra �} %L _ _, INV IN = (SW) 200.52 - 3 R
T1LLA, D INV IN - (SW) 202.43 µlit INV OUT 244.42 :' 00137 8_5826_
MA_. _ 9496
DO 397 DR ! w I - _ r -_ _ -
RSTEA `ry d 9496- 38 -2592- REMOVE & x
WO , jF: fv p - c cs; INV OUT = 202.33 EXIST S- 71 1
�m I «,1� ' ��� _...._ �-.-. � � ..,.�, � I REPLACE 67 LF ...�- •- ...~""" -. � ,. -'
001 7073 n a 1 °: -� TOP: 2 ?0.59
SEE SHEET C22 ° I I rt� _ OF EXIST. 18" RCP _,
.a F INV. IN. 206.59 _ w _. _ -� SEE SHEET C22
TG _ 38 4 - # ( U. OUT. 2[35.34
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REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WIT
EXISTING UTILITIES CONTRACTOR i'llw INATE NEW LOCATIO
rT - -. - -- - COORDINATOR.
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40 0 20 40 86
(IN FEET)
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VERT.: 1 inch= 4 ft.
NC STATE PLANE
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REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WIT
EXISTING UTILITIES CONTRACTOR i'llw INATE NEW LOCATIO
rT - -. - -- - COORDINATOR.
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VERT.: 1 inch= 4 ft.
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�' fr SEE SHEET 023 TOLBERT> JAMES R ' ?b,1 Qfy CT+ 6 Y PRQP. MH132` GRtv i�l� _
OO,JO 401322 WORSTEAD DR O7AT (S,j p NTERBAND DRRiSTAd+dd +1'�1Ec T� [R
/00 -'Q $i � t 7 9W6-9-3 52- c9 T `i/J ` \ '�1�7�f s j�+0 iNTERBAND DR 2 STA. d +0i? 4 '4 R
r f 9 L' �Lt/ J 6`
yS _ C1 PROP. 4" CO`6�O 6`3 OAS �' _6 �c30C1 pNl t i 5' D#A. MANHOLE WI g+96-39- EXIST. 5 -31
WORST STA. 0 +13 3 !b iNl (}Sd_ `3 WI2 g DROPISTRUCTOURE
5r �' It f ate} Spy �q PROP. MH 4921 x(}21 W TOP. 220.90
9 C K 1/ 0 2D 1 vl cs INV. OUT.- 215.30
�� h j �r ,` 9 ( PROP. MH 48 'y, � WORSTEAD DR 2 STA. 3 +93 tM SEE SHEET C26
'N' OFFSET: - 22.35' • 'f' r 5'. WORSTEAD DR 2 - STA. 2 +62 W DIA. MANHOLE WJ }� 1L - 1 , y i RIM: 220.38 PROR 4 "' CO
r T RIM: 21$.04 4' DiA. MANHOLE Wl JL} STANDARD RING & COVER INV IN - {Wj 203.83 WORSTEAD DR 2 -
�p} PROP. MH 4a INV 212.05 . :.. ; STANDARD RING &COVER S; wt 1 -8" PIPE SLIDE _ b #NV IN = {E} 209.94 STA. 9 +40
WORSTEAD DR 2 - STA. 0+00 rta , T? WI 1 -8" PIPE SLIDE �0 '0073 alt RIM: 214.05 '' EX ST, 5 -33 t INV IN = (Nl 210.59 ro-R OFFSET: - 28.61"
J'; WORSTEAD DR 1 - STA. 0 +00 -- w RIM: 212.08, S7 7 ENV IN = N 202.03 �' 1 14 tJt;
SEWER CORRIDOR 6 - STA. 2 +24 - {J G ' `, ' 2 INV = 214.65
11 3 ( { tM # TOP: 220.9 T
INV OUT = 203.731(_ RIM: 220.65
4 ' PROP. 4 CU INV #N - {N} 201.27 Q Q�, iNU OUT = 201 93 t,, p ` JJV V. JN: 209.49 t ; ?.
<, I. a
Q� c 9�c• � 5` DIA. MANHOLE Wt WORSTEAD DR 2 - INV IN = (E) 201.04. 7 > tAMA `1T1SVt� tiR 1 ` r :�y �s G IN V. IN: 213.41 x PROP. 4" CO
D t , k �' ca K WORSTEAD DR 2-
STANDARD RING &COVER p,'7 STtx T [EA DR ON1 014�#rA D INV. IN: 214.49
x STA, 0 +73 INV OUT = 200.04y MAq[{ ORS D CS M O� ca ra
" X N \ o.\ S \' t V lYt Y'1 "'T °' ' t" �~ 4. i :#`: ,k. l
W11-4" DROP STRUCTURE ` \ 0 3g 42 O j13 3g +k cR - INV, OUT: 2079.49 a� STA. 9 +27
p OFFSET: - 17.93' 013 36~ i�6 31
3 �t RIM: 216.94 d RIM; 218.72 349E+ 4g6°
INV IN = (NE) 19$.74 9 j p x w. OFFSET: 28.54' BV
INV = 212.72iT� a PROP. 4" CO RIM: 220.28
0. C) INV IN - {SW} 199.34. �'� <� r,j INV = 214.28:
PROP. PIPE COLLAR �� ;� WORSTEAD DR 2 -
INV IN = N 211.54 j ,.r - COF STD DR -10 r }
r (tiM c� PROP. MH Sa ,,
O WORSTEAD DR 2 -STA. 5 +46 STA. 8 +16
INV OUT = 198.64 :' OF 28.90'
- -ea
�-
EXIST. 5 -41 PROP. 4" CO PROP. 4" CO 5 DIA. MANHOLE WI ?. RIM: 219,50 BU
WORSTEAD DR 2 - $ STANDARD RING &COVER PROP. 267 LF
TOP: 212.31 WORSTEAD DR 2 -I. :. INV = 213.50
<> PROP. 4" CO JNV. OUT. 2078.41 STA. 3 +41 STA. 4 +95 „t W12 4" DROP STRUCTURE OF 8" SDR 25 PVC � � _ t , ti � � � � � +uu "--'
0000 sg�- ` y WORSTEAD DR 2 - OFFSET: -23,12 -3.1 ;..; RIM: 219.09 0.50 °lo
/4 1 ` X �m OFFSET: - 26.31'" i • °` " Grr} c3
0 ? , xop STA. 1 +9d RIM: 213,51Y RIM: 219.09yr` . I INV IN (N ) 202.69 CONTROL POINT 9 { \
OFFSET: 23.88' _ € -ST 3,s INV = 213.09 iuE.a II:,- INV IN = (NE} 214.33 1 # "O
/y 95� yy IJS fc s Ca4 1 " FBI# K I, . Ir a
INV - 205.51 r _ t
< (# ( K NAIL SET Mrs"" cfl
RIM: 215.46 1 wr , # INV IN = (SW) 212.57 It°C�IE'I'I-I- 469487.39
INV = 209.46 7. 4 ," ' ' ' INV OUT 202.59 EAST- 1993458,26
PROP. 4 CO
ELE`.1ATION 221.38
WORSTEAD DR 2 - i - 1 ° r 'i i ` CIS �1 BV
O COLLAR --- ',•r"""te ❑
x
7
t
SEE SHEET 022 \�
7
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OFFSET: - 30.40' "° - __ • �, l ,.
c * COF STD DR -10 c +Od EXIS
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c.?SS RIM: 213,97 X27 ..' _ w cr�� 1 ~fii
INV = 265.97 c> " .'
SEE SHEET 021 �" `w`';,;° �,.. % bs3x � a
# . r « i 4.. +00
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1" X70 '" 1ST 24" it OF 8" SDR 26 PVC
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a , l 4� c er WORSTEAD DR 2 - c Q INV 213.$$
,Q S4g3q} aw'.u, PROP. 4" CO ""7 7� e a STA. 5 +14 OFFSET: 31.92' k _t - TOP. 220.9
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4 OFFSET: 34.97 RIM: 222.86 J o p
t STA. 2 +62 ' INV = 21T86 II#" EXIST, 5 -32 07 -< INV. IN: 214.91
RIM: 220.03 mL` l 2
OFFSET: 27.30' C� ` _ _ r '. _ -4 o TOP: 219.25 p IN V IN, 214.91
PROP, 4'" CO M t EiU " J tz I c INV = 215.05 n. Ch ° INV. IN: 214.15 2 INV, OUT,• 214.91
RIM: 211.59 p"
L INV = 201.594 . C?a ; 73 - # C7 I�1PN
WORSTEAD DR 2 - o ! & ~ p PROP. 132 LF a I PROP, PIPE COLLAR ° < W INV. OUT. 214.15 g0
STA, 1 +00 {t?. ` OF $ "SDR 26 PVC BU PROP. PIPE COLLAR ' COF STD DR -10�� T' ' " 'rn ` JO L}
wKa �p D , ST
OFFSET: 29.53' o COF STD DR -10 y c i , �} � t 2 " ` GI B 2 ' OR -7 f
I, Ui r ,I # 1 •_ p t i x3 D(} 12 3g 4
> s d @ 0,50 fo SLOPE PROP. 113 LF
RIM: 216.45 r X} Q p qg6°
t 5` `" 1 k OF $" SDR 25 PVC A
INV = 210,45 ' r REMOVE & 0,50% SLOPE Jli`, T
PROP. 4" Co
REPLACE 52 LF r.. . %• F.I ` EXIST. 5- 34
OF EXIST. 30 "' RCP f3 I. ~ co csy TOP: 221. T2 m ;R GIE
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WORSTEAD DR 2 - '..I_ ".F ..- SEE SHEET 026
O �` EXIST. 5 -40 ��= 3T [.� � ��:1"sI .p .~"
�„ t JNV, OUT. 215,89 i "`� p-- -~ BT KA
STA. 1 +95- TOP. 211.69 � -2 .v`i ?m- � 79;"Z�l � x F �� � # � �� � � � �� oCA & yll> �fl� q� OFFSET. 33.16' INV. JN. 207. $9 u"hl 9 . Jt I:Y " "` "0 00) i I' 1 1 ',',=', ". - ta s21 RIM; 213.20 JNl/ IN: 206.99 x` E,_ REMOVE & 4p t r 4 Z 36 -3
90` INV = 265.20 INV. OUT. 206.79 �1 PROP, 4" CO PROP. 4" CO I;IJil � REPLACE 70 LF 1' �'
g073e)j WORSTEAD DR 2 - WORSTEAD DR 2 - `C; OF EXIST. 30" RCP c,+x-
yt6 PROP. 4 Cfl STA. 3 +61 STA. 4 +20 10
WORSTEAD DR 2
OFFSET: 25.46; STA. 2 +88 OFFSET: 28.51' RIM: 215.78 #a ? i x r x w , 9 £O 0 RIM: 212.95 6 732`t OFFS.
I j
RIM: 211.54 INV = 206.95 INV = 210.78 ED'�PAD OARp1t1 ORc'jD tirt �" $. M�
IO X96 If, I vOft INV = 263.64 J JPM D13tJ5 c�g03 °o > ` t
39� ` C JACKSON, RO[7ER#CK SNA W1F D DR 0 4` g -33� t + 1A
60� IGI D RAIN00 WILLIE WIFE HELENA 001311 WoRSTEAD DR 1309 ,i:59-6�3_ � `" � c>
` �. �i' 001313 WORSTEAD DR 3g -6244- {101 33
9496 -39 -6156- 3496-- 8496°-
LEGEND
�.. �---- --- --- PROP. EASEMENT PROP. TEMPORARY
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--UT---
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•-6-~
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40
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RILEY, BERNIECE S NEWSOME, DOROTHY M LOVE, STEVEN N & RODGERS, ELLIOTT 0 & WIFE
001216 WORSTEAD DR 001212 WORSTEAD DR WIFE SYLVIA J 001206 WORSTEAD DR
9496-39-2944- 9497-30-2011- 001208 WORSTEAD DR 9497-30-1177-
EXIST S-42 9497-30-1099- PROP. 4" CO
TOP: 224.04 PROR 4" CO WORSTEAD DR 2 -
IN V IN: 220.39- WORSTEAD DR 2 - STA. 14+31
'1 OFFSET:
INV OUT 220.39 STA. 12+67
PROP, 4" CO [-OF -29,84' RIM: 22 1%
RIM: WORSTEAD DR 2 - 223.93 INV F 218.70
STA. 11+75 INV = 217.93
OFFSET: -29.01' 1 11") l'OR r
RIM: 226-84 BRIC EXIST S-29
INV = 220,84 K Al, 0 6 1 TOP: 222.71
22
fir. =5 87
s 0p, f Y INV. IN: 219.77 1 S
I S Tap y �k6k &tDr, x I IN V OUT 218.91 1 BRICK qL,?G
161RICK HLOG F F =228.45 00 r,f_. =227 65
F F �2�8- i,� PROP_ 4" CO
PROP. 4" CO (n WORSTEAD DR 2 -
L WORSTEAD DR 2 - �- 'STA. 14+14
STA. 12+53 OFFSET: -31.18'
OFFSET: -29.72' RIM: 223.73 s.
RIM: 224.38
INV = 217.73
INV _ 211&38
Q,
a.
PROP. EASEMENT
g
0= E
PROP. TEMPORARY
EO
ELECTRIC VAULT
001202 WORSTEAD DR
PROP, SEWER LINE, CLEAN OUT & MANHOLE
CONSTRUCTION EASEMENT
0
WATER METER
.m. e -0
PROP. STORM DRAINAGE
j
SOIL BORING LOCATION
>4
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RIM: 223,89
C%j
SEE GEOTECHNICAL
INV IN = (N) 216.16
Ca
PROP. WATER LINE & METER
In
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ELECTRIC TRANSFORMER
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Esew
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SET: 4.85'
fOFFSET:
WATER LINE & VALVE
•
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0
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UNDERGROUND GAS
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ave 0
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---UT---
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0
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-,Xr-
SIGN
[EM
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LANDSCAPE
INV
INVERT
F.F.
FINISH FLOOR
RILEY, BERNIECE S NEWSOME, DOROTHY M LOVE, STEVEN N & RODGERS, ELLIOTT 0 & WIFE
001216 WORSTEAD DR 001212 WORSTEAD DR WIFE SYLVIA J 001206 WORSTEAD DR
9496-39-2944- 9497-30-2011- 001208 WORSTEAD DR 9497-30-1177-
EXIST S-42 9497-30-1099- PROP. 4" CO
TOP: 224.04 PROR 4" CO WORSTEAD DR 2 -
IN V IN: 220.39- WORSTEAD DR 2 - STA. 14+31
'1 OFFSET:
INV OUT 220.39 STA. 12+67
PROP, 4" CO [-OF -29,84' RIM: 22 1%
RIM: WORSTEAD DR 2 - 223.93 INV F 218.70
STA. 11+75 INV = 217.93
OFFSET: -29.01' 1 11") l'OR r
RIM: 226-84 BRIC EXIST S-29
INV = 220,84 K Al, 0 6 1 TOP: 222.71
22
fir. =5 87
s 0p, f Y INV. IN: 219.77 1 S
I S Tap y �k6k &tDr, x I IN V OUT 218.91 1 BRICK qL,?G
161RICK HLOG F F =228.45 00 r,f_. =227 65
F F �2�8- i,� PROP_ 4" CO
PROP. 4" CO (n WORSTEAD DR 2 -
L WORSTEAD DR 2 - �- 'STA. 14+14
STA. 12+53 OFFSET: -31.18'
OFFSET: -29.72' RIM: 223.73 s.
RIM: 224.38
INV = 217.73
INV _ 211&38
Q,
a.
)K NAIL �T
i()RIH=4 _1`034 9,' 0
T ­-
° 1 c 9 13 2 �`3 - 0 - _6v I,/ r
'-EVA. I ICIN 67,
-13+00 14+00 ;4 �� N
z A
PROP. 370 LF a-
WORSTEAD DRIVE OF 8"SDR 26 PVC a cfs 0
CL
EXIST, 18" RCP
PROP. 4" CO
WORSTEAD DR 2 -
STA. 11+90
OFFSET: 27.16'
RIM: 227.23
INV = 222.23
_t"N 9
1 Sl UR
EXIST S-28 BLDG
57 ,0 114? y Bmt!)G
f_.F=2,30,66, TOP. 222.54
INV IN. 217-99
PROP. MH 52
INV IN: 21Z96
WORSTEAD DR 2 - STA. 10+84 PROP. 4" CO INV! OU T 21Z81
4'DIA. MANHOLE W/ WORSTEAD DR 2 -
LSTANDARD RING & COVER STA. 12+62 PROP. 4"CO
Rik 225,22 OFFSET: 26.89' WORSTEAD DR 2 -
INV IN = IN) 214.21 RIM: 224.83 STA. 13+48
INV OUT = 21121 INV = 216.33 OFFSET: 26.46'
RIM: 223,13
INV = 217.13
,
ROBINSON, SEELIE ANN J ROBERTS
ONES, PATRICIA C LEE & WIFE GERALD
001215 WORSTEAD DR 001211 WORSTEAD DR 001207 WORSTEAD DR-
9497-30-4030- 9497-30-4008- 9497-30-3186-
PROPOSED SEWER LATERAL NOTE:
1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV'. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER.
V-SEE SHEET C28
o
EXIST a43 PROP. MH 54
RCP-
+1
WORSTEAD DR 2 -STA. 15+65
1 6' -v e�, -aa
pcz; PROP. PIPE COLLAR
SOUTHGATE RD 4 - STA. 0+00
COF STD DR -106, SOUTHGATE RD 5 - STA, 0-00
C-5 REMOVE& 5'DIA. MANHOLE Wl
,s PROP. 4" CO
REPLACE 30 LF STANDARD RING & COVER
WORSTEAD DR 2 -
OF EXIST. 18" RCP' w/ 1-8" DROP STRUCTURE
STA. 13+78 W/ 1-8" PIPE SLIDE
OFFSET: 26.30 C)
RIM: 222.97 IT RIM: 226.37
INV = 216,97 PROP. PIPE COLLAR , 'o INV IN = (NW) 220,30
COF STD DR-10 l r t7 INV IN = (E) 218.13
INV OUT = 216.72
4_3
EXIST S-27' lb
TOP: 225.94 P-,EE SHEET C28
v A
�A kv
INV IN: 219.521 �T, -A A\;
v
v _p7 .0
EXIST S-26 'A
TOP; 224-20
Rep EXIST S-25
INV. IN: 220.05 1,-TOP.- 224.47
INV OUT. • 220.05 INV OUT: 220.94
GRAPHIC SCALE
40 0 20 40 ao
(IN FEET)
HORIZ: I inch = 40 ft.
VERT.: 1 inch = 4 k
NC STATE PLANE
NAD83, NAVD88
�77
ti;
g
0= E
__L__
KROLL, MATTHEW G
PROP. IVIN 53
C
(
1
001202 WORSTEAD DR
WOIRSTEAD OR 2 - STA. 14+54
9497-30-1255-
OT
OTHER ALIGN REF
n oi oi2
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4'DIA. MANHOLE W/
j
CS
STANDARD RING & COVER
R
RIM: 223,89
C%j
ai
INV IN = (N) 216.16
Ca
INV OUT = 216,06
In
tp
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HIGGINS, LEROY JR, JAMES,
IL
007410 SOUTHGATE RD
9497-,30-1354-
5.:
m
M
CN
PROP. 4" CO
I
SPUTLEVEL
WORSTEAD DR 2 -
ERICK LDU'
STA. 15+09
SET: 4.85'
fOFFSET:
•
JFF
M,: ;3
R 226 5
z
Ls
INV = 220.55
I Ell' No TE 6
250,00
IL
to
iCK tj
83
)K NAIL �T
i()RIH=4 _1`034 9,' 0
T ­-
° 1 c 9 13 2 �`3 - 0 - _6v I,/ r
'-EVA. I ICIN 67,
-13+00 14+00 ;4 �� N
z A
PROP. 370 LF a-
WORSTEAD DRIVE OF 8"SDR 26 PVC a cfs 0
CL
EXIST, 18" RCP
PROP. 4" CO
WORSTEAD DR 2 -
STA. 11+90
OFFSET: 27.16'
RIM: 227.23
INV = 222.23
_t"N 9
1 Sl UR
EXIST S-28 BLDG
57 ,0 114? y Bmt!)G
f_.F=2,30,66, TOP. 222.54
INV IN. 217-99
PROP. MH 52
INV IN: 21Z96
WORSTEAD DR 2 - STA. 10+84 PROP. 4" CO INV! OU T 21Z81
4'DIA. MANHOLE W/ WORSTEAD DR 2 -
LSTANDARD RING & COVER STA. 12+62 PROP. 4"CO
Rik 225,22 OFFSET: 26.89' WORSTEAD DR 2 -
INV IN = IN) 214.21 RIM: 224.83 STA. 13+48
INV OUT = 21121 INV = 216.33 OFFSET: 26.46'
RIM: 223,13
INV = 217.13
,
ROBINSON, SEELIE ANN J ROBERTS
ONES, PATRICIA C LEE & WIFE GERALD
001215 WORSTEAD DR 001211 WORSTEAD DR 001207 WORSTEAD DR-
9497-30-4030- 9497-30-4008- 9497-30-3186-
PROPOSED SEWER LATERAL NOTE:
1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV'. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER.
V-SEE SHEET C28
o
EXIST a43 PROP. MH 54
RCP-
+1
WORSTEAD DR 2 -STA. 15+65
1 6' -v e�, -aa
pcz; PROP. PIPE COLLAR
SOUTHGATE RD 4 - STA. 0+00
COF STD DR -106, SOUTHGATE RD 5 - STA, 0-00
C-5 REMOVE& 5'DIA. MANHOLE Wl
,s PROP. 4" CO
REPLACE 30 LF STANDARD RING & COVER
WORSTEAD DR 2 -
OF EXIST. 18" RCP' w/ 1-8" DROP STRUCTURE
STA. 13+78 W/ 1-8" PIPE SLIDE
OFFSET: 26.30 C)
RIM: 222.97 IT RIM: 226.37
INV = 216,97 PROP. PIPE COLLAR , 'o INV IN = (NW) 220,30
COF STD DR-10 l r t7 INV IN = (E) 218.13
INV OUT = 216.72
4_3
EXIST S-27' lb
TOP: 225.94 P-,EE SHEET C28
v A
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INV IN: 219.521 �T, -A A\;
v
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TOP; 224-20
Rep EXIST S-25
INV. IN: 220.05 1,-TOP.- 224.47
INV OUT. • 220.05 INV OUT: 220.94
GRAPHIC SCALE
40 0 20 40 ao
(IN FEET)
HORIZ: I inch = 40 ft.
VERT.: 1 inch = 4 k
NC STATE PLANE
NAD83, NAVD88
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— --o— SANITARY SEWER LINE & MANHOLE
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1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
PROJECT COORDINATOR.
2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A'BV'. THIS VALVE SHALL NOT BE THE THE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
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1NTERBAND CSR 1
SCALE: HOR 1 " =40" VERT 1 " =4'
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GILCHRIST, VALERIE A GEORGE R MCCORMICK WOO , L NCOLN MCGHEE, CLAYPOOL, RUIZ CATALINA V DRUM ND, SANDRA I FERR RA MARLENE � S�
,� .� � ,,� �. �'' � SLATER ERIC L °� ;S 1{3 !NV OUT- 2016.93 �
�p ' ` >.'s , tip t7 ti 001331 KIENAST DR Q
- S 8c HUSBAND HAROLD W REVOCABLE TRUST 001311 KIENAST DR LLEWELLYN A &WIFE ROBERT L 8c WIFE 001323 KIENAST DR 00132? KIENAST DR _ 0%
j a _ 001335 KIENAST DR
001305 KIENAST DR 001307 KIENAST DR 9496 -39 -2101- 001315 KIENAST DR 001319 KIENAST DR 9496 -38 -1914- 1346 -38- 0878 PROP: P 96 -38-0 3 - 07
9496 -28 -979 -- R
9496 -39 -2277- 9496 -39 -2148- ! _- � 496 -39- 1075 - 9496 -39 -1040- _ COF STD DR -10 PROP. 4" CC1 � 00133
ss>t73Q�{` PROP. MH 57 PROP. 4'" CO s PROP. 4' CO t7 9Ifsy/ O) $
PROP. 4" CO PROP. 4" CO PROP. 4'" CO EXIST. 5 -18 KIENAST DR - 6-
1�t OtV `'1 g 9 c 1f
KIENAST DR =STA. 1 +93 t A KIENAST DR - KIENAST DR - uv 676
O KIENAST DR - KIENAST DR - TOP: 220)•27 STA. 6 +8fl 5' 8J • b M 6
♦ �♦ 4' DIA. MANHOLE Wt KIENAST DR - STA, 5 +27 STA. 5 +38 fNY. IN: 216.82 # ` 2S f i cV"
STA. 2 +95 STA. 3 +64 STA. 4 +18 OFFSET: - 19,65, OFFSET: - 24.33' 4,t ,a' 07p
�c� �¢ STANDARD RING &COVER OFFSET: - 24.00' OJE OFFSET: - 2T.25' OFFSET: -20.93 INV IN: 216.37 RIM: 220.99 NO ACTS 9
tL RIM: 220.32 RIM: 222,20 RIM; 221.51 RIM: 221.30 t INV. OUT. 216,21 INV = 213.99 0011 O/7q Ok/ C1`yl t6'
C' 1C� / RIM: 222.85 } INV = 215,51 INV = 215.30. rs 3¢ c /� 7jYyO3�1tyI, 3g£`1Q
INV = 216.20 t (xr, d9 1C /N 5�,1 W . ' 07
�j°' INV IN = (SW) 206.69,
INV = 216.85 GRINDER PUMPS REQUIRED 2 a^r !x1101 �PAfnINV OUT = 206.59 � 1 ST��?Y � ��ti'�' �r�s1:�;t1�` dt'!; " f�t�)` � ~� .� � , � t° .. �... ,. _ , . ; iRi �a I �f§�I l £ vCn r, . _. c � �� 96 13R fy�� a, v i?�?�, t T�'AkfF rs! SEE NOTE 3 CJ9.,, y S,j % t< 4 # , ry t�^� i .1: §f f ` P. %"i .t+'G5 r �j':^ry jt C q�.(}t , Q y +7�y� "'VJ�J�} - >. ' 7* I m 1,L. ..
{ Si . 9 ".<`.....J.t`)7 i ° ) ( f"'j j� f iwr�i :" _ ..a ftd +£ f� '°-... t t tij',�/ .••, I�.,jj �"f/ f'� „�Iy '�! i7
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iF�tt ✓,,, �'taA"%F 74f • \/ '' j ii,ji�r �'tF t}}{l
3., } -. � i 6,51 -222,7
. gad ,� PROP.4 "CO �wu ; -.
I �= `�4 U�1�
.�. G 3f 6
KIENAST DR lIY C7/ 6
N3$ 41
STA. 2 +81 ,Yrl GRINDER PUMPS REQUIRED S1 .,. Q SEE SHEET C26? tY .�PROP. 4' CO r: -R 'b' 0? k"x' PROP. 4" CO OFFSET: - 29.91' ' KIENAST DR _ SEE NOTE 3 RIM: 222.87 , q % r: j KIENAST DR - `STA. 6 +03 t f,'iNV = 217.87 a I OFFSET: - 21.8STA. 1 +65 OFFSET: -2.66 RIM: 224,55
RIM: 220.83} t� ' -_ _ . _ c 7' = _ -. _ :_ + INV = 214.55 7 xtgg GRINDER PUMPS REQUIRED„
t PROP. 4 'CO . U W
INV = 215.83 _ _ �. .... _ _. - . _ O r'c`7i^
t3 ._ w --f
xw Cl r t _ <•� t SEE NOTE PROP. 4" CO
` \ KIENAST DR - :l `r 4 +00 b 5 +00 : GPPROP. 4" CO
STA. 1 +1fla -, +00 e'" 4 Q« f c,'' Mm __
EXIST. 5 -35 4 2 +00- "RCP C} `
TOR : 215.45 OFFSET: -36,26' Srs oEXIST. 2'1 _ t ., : �} M•, {` KIENAST DR - P� KIENAST DR -
x'x k RIM; 218.32 .o'' PROP. 340 LF --- - t STA. 7 +46s STA. 9 +17 Qc?`i
W V !N: 216.57 _ _ ~_- '
INV = 213.32 1 - �] , OFFSET: -28.09'
-... .t>r ._ 2Z t . , -. t3 r PROP 4" CC7 OFFSET: - 18.02'
INV. IN: 210.801 �� �. �'" r��?x ��� - ..AST DRIVE ate. _- _.-OF 8" SDR 26 PVC ._� ..... ,...�� ,__ �...._ _ .� � .� .- s 0 �• �z�
f N" - ._ - 0.5010 SLOPE Yt •� ♦ p 2 +a RIM: 222.03 KIENAST DR - RIM: 232.93
tNi! 0101T 21Q.8(1 TM _ �.._ _ _.. per}_ /+ `.,.,.. ~. A'OA' "� STA. 8 +18 INV = 224,93
9 ` EXIST. 5 -38 r'� ' - _ M_ d -t Ofi 7T4 (fi - INV = 217.03
TOP: 215.71 i x ra- EXIST 5 -16 j 8„ [y fi ?+ ...
.;' s I �g �.L r.-- .""`.....�";. i# i� +s,.,, �i .0 r'i "�..
."W^ f�.w � ..
�--_ "{ PROP. 4 CO TOP: 221, 83 ♦ +cr 1.6 tJ VC U 00 - OFFSET: - 29.1$" >�
RIM: 225.77
t6 INV. W: 212.68 ;,• , 'may °d - w - / �1 KIENAST DR - INV. IN: 216.93 -'° 0f SLOTpB , K1 -t; l ti' F`
INV. OUT: 21.2.47 r° .r' L I C} -.,��� + 7 �0r� u� �� z W �11S� ¢ t INV = 220.77 tr PROP. 4' CO f. �r�.. �} c� R u, �
I STA, 4 00 INV. IN: 21 .53 C7 e� „ .t_ ?�
C% I fr etI .. i KIENAST DR - !
OFFSET: 21.32 INV, OUT 216.93 a .f ,52
4> 7 STA. 8 +43 GP
OFFSET: - 27,76'
RIM: 222.92 EXIST 5 -17 �-' -
s 9 " - RIM: 227.80
. ��� �`• � �. `"�" '� INV = 216,90 TOP: 221.1 Q �.� �; �' `� O �
INV OUT, 21782` M INV = 221.80 BV -
�� " " '..•„EXIST. 1.5" f,0:P: t�'` O)� ¢rt�♦,,Q��' ,„� '`" PROP. 4" CO -
{o cn b Cfi Q
KIENAST DR - ¢ „ (1n 2f3p p
� . r 1 S>O °, o _ f a" PROP.4 CO If r
♦ " ''~ ' O 't k s O 3 ' REPLACE 42 LF I ' KIENAST DR - Cp �, '`- " GRINDER PUMPS REQUIRED
STA. 1+72 t Q REMOVE & I S C
x ' r t}? „ „ OFFSET: 32.04' 1 " #,.I
FRAME t ! ti r , , 31 A `. r
EXIST. 5 -36 �. ` ° RIM: 220.00 I E --"D' � , ;m -%� ?_ 813 i ! � � �? '� t � t OF EXIST. 24" RCP � PROP, 4' CO STA. ? +29 � ' o � . � f " � � y SEE NOTE 3
TOP: 21,5.7(? ..(i ? .l. I rs> t`v• a7.. r °. `�. PROP. 4" CO
\ \, , 2 56 4x I .. KIENAST DR - OFFSET: 20.80'
INV. IN.- 211.27 ' , INV = 214.00 I .. SECORD, ALICIA M °> °" KIENAST DR -
STA. 6+51
INV. 07tIT.' 211.075 U ' 001314 KIENAST DR rn -r ` t ` �+ , c RIM: 223.35 r a STA, 9 +37
f • 5 PROP. 4" CO f �' f O FSET: 23.63' > ' � X „ w n fl6
tr) p INV = 217.35 OFFSET: - 13.86'
� I , 9496 -29- 9195 - -.!� � : ,� -•.. _. -.
g t> RIM: 221,35
EXIST. 5 -39 KIENAST DR PROP. MH 58 r t� ac °' - I . PV
Q c? x> 4t Ir... AA RIM: 234.12
TOP: 216.73 STA. 2 +90 `1 gg, !- x,irr, INV = 215.35 3 91t a
� � 5 KIENAST DR -STA, 5#3$ � :/�; f r° �' � � A6 Sp INV = 228.12
'r INV. OUT. ZI3.58 .. OFFSET: 22.80' 0+00 ~ 4
tau t ;'z� 1 7 KIZER DR STA.
b a , RIM: 222.66
s V DIA. MANHOLE W/
Qj�C� W, PROP, PIPE COLLAR i r
7
t 16 h~ 't ,; INV = 216.66 I STANDARD RING & COVER W t l
COF STD DR -10 < r
wl 1 -8" DROP STRUCTURE � ? '
W/ 2-4'' DROP STRUCTURE v / I > t , SEE SHEET C28 7342 /(S . , PROP. MH 60
EXIST 5- �
BROWN,
O6 KIENASTLDR Wt 1 -8" PIPE SLIDE � .._ j EXIST 5 -19 496. tEN E F KIENAST DR - STA. 9 +17
!r 0 Itx t i TOP: 2207,24 2�q- �sr, 5' DIA. MANHOLE Wt
`
TOP. 216.65 9496 -39-0257- BEST, DAVID P _ RIM: 221.62 uj J tt INV. OUT 27 7.24 ! X661 R PROP. 4" CO STANDARD RING &COVER
SEWER SERVICE INV IN = (SW) 210.42 N ! !
INV OUT 212.075 � 001310 KIENAST DR � � VE OAVI �
, NOT PROVIDED ,,,,°'" INV IN = (NW) 213.76 �;� --w- � �' �00'IA � , KIENAST DR - va12 -4" DROP STRUCTURE
PER THIS PROJECT+ I X496 -39 -021 1- _ _.�.,. _ INV IN = (SE) 214.89 010 7.33p E `� NUS � r � STA. 8 +39 RIM: 233.70
PROP. MH lys cca INV OUT = 208.39 496 -INAST BANp rRR tl •° OFFSET: 19.50' INV IN = (S) 22 ?.63
KIENAST DR, STA. 0 +00 c�i ao q_ M 28 -9 98 Df? ` WIfi LARRY. PROP. MH 59 RIM: 230.50 INV IN = (SE) 224.57
� too I. ^ EXIST. 5 -15 00T 13 E CAP' � �1A KIENAST DR - STA. 7 +07 INV = 224.50 INV OUT = 221.38
INTERBAND DR 1 -STA. 3 +39 ___ o g! m � - _� 6 NY 5p
I o ._m u 9 KI O 00 t�Adl 4' DIA. MANHOLE Wt
` ° ` WV IN: 219 88 � ' .2`� 8 bR ' X49 KfENA h' 5 STANDARD RING &COVER
4' DIA. MANHOLE Wt 2_\ m . *� 6� ASP ,3g O
_v , __ I to 1 #} �> t * INV OUT: 219.78 T` 28_68 T DR RIM: 221.69
STANDARD RING & COVER 5 6- S
RIM: 216.52 cx y i v c4 1g
INV IN = (S) 205,63 :. Im 7 1, t ,} INV IN = (SW) 214.03
ea �', �'P INV OUT = 213,03
` INV OUT = 205.53 t °� ` ,I ` ^3 ca Cr
coo) _ ^�; 0) Co
LEGEND PROPOSED SEWER LATERAL NOTE:
-- -- - -
---- - PROP. EASEMENT„
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
PROP. TEMPORARY
®
ELECTRIC VAULT
�
PROP. SEWER LINE, GLEAN OUT &MANHOLE
I
CONSTRUCTION EASEMENT
(}
WATER METER
a
PROP, STORM DRAINAGE
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
SOIL BORING LOCATION
x
IRRIGATION VALVE
2, PROPOSED SANITARY SEWER. SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VERT,: 1 inch= 4 ft.
VALVE ON THE PROPERTIES INDICATED WITH A'BV ". THIS VALVE SHALL NOT BE THE THE
SEE GEOTECHNICAL
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
NAD83, NAVD88
PROP, WATER LINE & METER
REPORT
I�
ELECTRIC TRANSFORMER
--- - - SS -
- --0-- SANITARY SEWER LINE & MANHOLE
APPROXIMATE EX,
TELEPHONE PEDESTAL
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0
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TELEVISION PEDESTAL
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DRAINAGE MANHOLE
BUSH
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a
SIGN
Illlt
DROP INLET
LANDSCAPE
INV
INVERT
F.F.
FINISH FLOOR
235
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225
220
215
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1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
GRAPHIC SCALE
STANDARD DETAIL 5.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
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REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
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EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
(w FEET)
PROJECT COORDINATOR.
HOR12.: 1 inch= 40 ft,
2, PROPOSED SANITARY SEWER. SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VERT,: 1 inch= 4 ft.
VALVE ON THE PROPERTIES INDICATED WITH A'BV ". THIS VALVE SHALL NOT BE THE THE
NC STATE PLANE
CONTRACTOR'S RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
NAD83, NAVD88
KIENAST DR.
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- 0� SLOPE EXIST. 18" RCP \ KIZER D IVE IJK 26 PVC ;�:� - 9� '
.;, 0 A @ t55% a V 1-94% SLOPE -0
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sz �6 �' 'uD / Q, PRIOR 4" GO [BV] �� -1 -
n , �� �,
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Tq 'b KIZER DR - PROP, 4" CO,
0 __ I 0 /
7-1- ' 13�1 d, F11
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�' -�' L'� <> _i
----)-O) a 33 I tz�
w 0 - � Id
\ _-_ �"<E U * '�2 OFFSET: 30.56' EXIST STA. 2+01
-
_ 0 � I _.- iv$ RIM: 224.92 TOR �2 , OFFSET: 30.50';� 4 __�_
- - - - INV = 21T92 INV IN. 219.8 RIM: 227.45 '�T lt�' -1
_ __ PROP. MH 58 4 t,� � TOP. 221.10 _1Z J'-'�'v " I INV. OUT- 219, INV = 218'.45
, , " 78
KIZER DR - STA. 0+00 11 � �' VA � ' _ I '��
��'_'
, 21 - _"' 'c
"
- KIENAST DR - STA. 5+33 �950N % INV. OUT. 782 FRr"lUff L ", PROP. MH 61 i 'S�01R� I
'(IN k ' ` F -ajr ', ! 00
VDIA, MANHOLE W1 11 ' '11 , KIZER DR -STA. 1+98 , 11 PROP. MH 62
- 309c I I I " - RA ." 8-
COVER 11, :3A,60 313�3 1 N 10 HAMILTON, RITA 4'DIA. MANHOLE W/ #:F:. -,�2a,74 KIZER DR -STA. 2+90
STANDARD RING & 1, _J - I
W/ 1-8" DROP STRUCTURE Z�� Z� I . 1�14 ' KIZER DR STANDARD RING & COVER I I I '5'�("/'p' 4'DIA. MANHOLE W/
iz, �t� RIM: 227.18 PROP. 4" CO ;C,?,
"�_t� -_
W/ 2-4" DROP STRUCTURE I �-- '' �'� I - '4 STANDARD RING & COVER
Wt 1-8" PIPE SLIDE �'.l t'-� I � - 9496-29 9069 INV IN = (NW) 217.40 k KIZER DR - '-"� , " 6ZI)a RIM: 229.64
__ - � .I-r-. ',I k\ I I - --- _'zv��K6,5
� RIM: 221,62 L") * , ­'. __ __'_____ INV IN = (NE) 21T84 STA. 2+90 INV IN = (NE) 22OA6
i7� " k __ 0�
INV IN = (SW) 210-42 __ :� 0 1 INV OUT = 216.84 4 OFFSET: 28,78' � INV OUT = 219.16
- k , -229,74
- - INV IN = (NW) 213.76 , EXIST S -16 k , I 1.0 RIM :
229.74
0", I- /
�
L INV IN = (SE) 214.89 TOP., 221,83 I � I I 9: 0 a, � \ INV = 220-74
INV IN. 216.93 0 ' ' '-�' " -::I I a
INV OUT= 208.39 ,_--- 0 �� t�" 4C
+ 3 ,
_____
INV IN. 217.53 -T ��' d, �" - I
- ­ \ '_ " �c � _A _____
- ___ INV OUT. 216.93 lv';�­A " 0 1 -�_
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:Or- .z:9. n, is "- I I— � �ld__ ',_- -'-" SEE SHEET C27 --- ____ CC ,496-�971 199 /
0 I, SHAW Ta --
(-) �5. 'r) k
' /
WIFE YANK &
.2 6808 NA D
w to C> 0 - 0 � \ /
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0 a , �111 'E'
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lr) I
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1,
LEGEND
I - - - - - -
PROP, EASEMENT
_jm_
PROP. TEMPORARY
I EO
ELECTRIC VAULT
I
11 ..: s
PROP. SEWER LINE, CLEAN OUT & MANHOLE
2
CONSTRUCTION EASEMENT
0
WATER METER
MML-JNNLJ
PROP, STORM DRAINAGE
"u
SOIL BORING LOCATION
>4
IRRIGATION VALVE
- @a
PROP. WATER LINE & METER
4qr
SEE GEOTECHNICAL
REPORT
(9
ELECTRIC TRANSFORMER
- - - SS - - --.&-
SANITARY SEWER LINE & MANHOLE
APPROXIMATE EX.
(4)
TELEPHONE PEDESTAL
., _>*-
..
WATER LINE & VALVE
1E
SEPTIC TANK LOCATION
0
POST
- - -
� I
. I
0
CONCRETE MONUMENT
- 0
MAILBOX
- - - E --
UNDERGROUND ELECTRIC
0
IRON PIPE FOUND
A
LIGHT POLE
--UT---
UNDERGROUND TELEPHONE
-<S-
FIRE HYDRANT
TELEVISION PEDESTAL
___ FO---
UNDERGROUND FIBER OPTIC LINE
0
DRAINAGE MANHOLE
8
BUSH
---TV ---
UNDERGROUND TELEVISION CABLE LINE
=
SIGN
UM
DROP INLET
-
LANpSCAPE
INV
INVERT
F.F.
FINISH FLOOR
PROPOSED SEWER LATERAL NOTE:
1. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE PROPOSED SEWER
LATERAL INSTALLATION WITH THE EXISTING UTILITIES. CONTRACTOR SHALL USE PWC
STANDARD DETAIL S.12 SEWER SERVICE LATERAL UTILITY CONFLICT SEPARATION
REQUIREMENTS ONLY WHEN APPROVED BY PWC PROJECT COORDINATOR. IN THE
EVENT THAT A LATERAL HAS TO BE MOVED HORIZONTALLY TO AVOID CONFLICT WITH
EXISTING UTILITIES CONTRACTOR SHALL COORDINATE NEW LOCATION WITH PWC
I
PROJECT COORDINATOR. I
2. PROPOSED SANITARY SEWER SERVICE IS RECOMMENDED TO HAVE A BACKWATER
VALVE ON THE PROPERTIES INDICATED WITH A`BV`. THIS VALVE SHALL NOT BE THE THE
RESPONSIBILITY AND IS RECOMMENDED TO BE INSTALLED BY THE
PROPERTY OWNER. I
I I k I I '/
I I
I TUCKER, MICHELLE
1, 1 007409 SOUTHGATE RD I
I � , 9497-30-2557- \
I
t X/
I � \
1 '6� ';:� \
� �1" i2 �9
,
5p,
0'0
' A
I I \ �'
I 1 007415 So 3417- RELOCATED.4"CO '6- '>i,
�
, 949-7-30- 0 ?�4' �0'
\ I 'I SOUTHGATE RD 5 - X, 0 \
� \� �(� A '
L-1--43 STA. 0+60 , Z �a
ri OFFSET: -28.26' O-P z &
z
I ,6ol 0
�;! I � ", '. RIM: 226.00 :'nlcio
PROP. MH 54 Avi INV = 220.00\
T cn"vut,_Av= an A - ALVA n+nn I
'C"'s I I
I \\1 1-1
"
"'� ' _
" -
I ' ,
4 1 '_
41
((k4
SEESHEETC17-\ ,,,•'
\'1v
I STORY SOUTHGATE RD 5 - STA. 0 +001 :-'-fk,�)'( r, 'Ir .. ,� ,
I \
ff?1,','K 81­"l� WORSTEAD DR 2 - STA. 15+65 FjpCK [At"' � "I
, - __"� '1�1
- EXIST. -25
"
,-I',- 5'DIA. MANHOLE VV1 ­ I- -_�_7,)1.74 1
EF=23Y � i" � \ s lo;'
11 f
STANDARD RING & COVER � TOP- 224.47 " .
,
I 4.L wl 1-F'DROP STRUCTURE V* OUT. 220.94 1-0
I
RELOCATED. 4" CO , W/ 1-8" PIPE SLID � "Ill Iq Or "�'f
SOUTHGATE RD 4 - RIM: 226.87 ' \ 31v �
E
'
�
J_IR
"'
'
'
-
'
-
'
� ��
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l
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STA 1+34 IN IN = (NW) 220�3 po' , 0�
OFFSET: 34.59' INV IN = (E) 218.13 e
1-1 11�)
3 6192 INV OUT = 216,72 1 �0
RIM: 22 "-` ,- '�_ I � '-p')
INV = 223.92' I,-- _` '_�' I ""�', VA. Irl �� "I
I
� -0b 1-1 I - kP 1� I "I
"'31 r-- "I �_ -o) 1_1;�� -.--.,.,./ 225,9
11 �� '4 � ' ."'� __ I P.- � TTI�
I--,'
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F. OF 8"SDR 26 PVC a.
- @ 1,50% SLOPE -
1+50 1 +00'"' I �'.- 1:Z I ill=
"O "A
___"' ­_­=­� IV,
...... - ___- �+ __. � _____--_
y ___� rv� __
--------- �­ ___Aa'_ ­�__L:�'_'
I __ "­ -,-,,-,,-_ - - � __.
- ". "
_ "
1-p Poll,jiT ,� !'�
� PROP. MH 63 � ,01_ 11 "
� (�-I < PIA, 1 - SL " - N
� ans rrus--wirm an A_ STA 7 +34 I "
- !4 u -A �/ '. .
e_L�:�__ - .'ini' " EXIST. S S-26
- TOP.- 224.20
IF - INV IN.- 220.05 '�'
PROP • - vvC, ­ I'll G 05 , \
,,,-' INV OUT 220. v '.�
-e '6v- Ov-_ "T"', C> ,
Of le A ._1 \ 'e�'VO'A
r � �/ \
- aWlo - �� ". . I'- PROP. MH 64 �� ��!�'�
I '� -STA. 0+60 / � "
11 SOUTHGATE RD 5 .'6.'o
„~ '� �-*
>� 'f4lt,"' I MANHOLE
. -1", , /1�1 STANDARD RING & COVER \ W, .-
10 RIM: 224.62 �vo
� \
I
INV IN = (N) 219,43
F " .s INV OUT = 218.43
�i 'n
I %, ,a \
1
1 TH=47 49�25 co I' TOP. 225.94 --
4'DIA. MANHOLE W/ " � 11 � .T
- ­ Jr � C, � INV IN. 219-52 .�" Q�
i _'_' = 1 9 9 , ? � (E�. 6 1") 'i 'S�� /� �
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STANDARD RING & COVER i EVAI-i0l, -29",67 I, , ­i , _'
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RIM: 229.05 , f I X1, . : , '-
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SCALE: HOR I"=40; VERT V=4'
SCALE: HOR 1"=40'; VERT 1"=4'
I'm
235
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225
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Kill
GRAPHIC SCALE
40 0 20 40 so
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(IN FEET)
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NC STATE PLANE
NAD83, NAVD88
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231!2° NOTES:
1" 314" 1. DETAIL TO BE USED IN PAVEL) AREAS ONLY, ALL OTHER
MANHOLES SHALL BE IN ACCORDANCE WITH DETAIL S.6,
-- UNLESS OTHERWISE APPROVED.
4" 2. MANHOLE FRAME AND COVER SHALL BE MADE OF GRAY
CAST €RON CONFORMING TO ASTM SPEC, A48-83 CL 30135
FRAME A48.83,CL 30 RESPECTIVELY, MANUFACTURED BY SAME MANUFACTURER.
ALL CASTINGS SHALL CONFORM TO THE SHAPE AND
cc i _"T DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND PERFECT,
WITHOUT BLOW OR SAND HOLES OR DEFECTS OF ANY KIND,
TENDING TO IMPAIR THEIR STRENGTH. NO PLUGGING OR
STOPPING OF DEFECTIVE HOLES WILL BE PERMITTED,
1 CASTINGS SHALL BE UNPAINTED AND SHALL HAVE THE
2 -7/8" LETTERS "PWC-FAY-NC" AND "SANITARY SEWER" CAST INTO
COVER. LETTERS SHALL BE RAISED AND CLEARLY VISIBLE.
OVER BACK COVER SECTION FRAME PLAN 4, MANHOLE RING AND COVER SHALL WITHSTAND H -20
VEHICULAR TRAFFIC. ROCKING COVERS SHALT. NOT BE
ACCEPTABLE.
-- --112" 5. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5% RING 175 LEIS„
COVER 135 LBS, UNIT 310 LBS.
COVER 6. PERFORATED COVERS WILL NOT BE ALLOWED,
1:. 25„
314°
23.75"
12.5"
PICK SLOT DETAIL 12" MIN. 2 "MIN
t�11 FINAL
318 x : GRADE
22" 2" MIN.
P FRAME 4 " BED OF CLEAN FRESH
I T A k MORTAR (TYP)
CONCRETE COLLAR -PAVED AREAS
g. Wmin THICKNESS 3000 PSI CLASS "A"
CONCRETE COLLAR 3 -6% AIR
R Cs ENTRAINMENT ALL AROUND FRAME.
(WHEN UTILIZING CONCRETE GRADE
RINGS THE CONCRETE COLLAR SHALL
EXTEND TO 7m €n BELOW THE TOP OF
COVER A48 -83,CL 35 CONE.)
COVER FACE
STANDARD TRAFFIC AREA MANHOLE NCI. DATE REVISION
PUBLIC. WORKS COMMISSION 1 JAN 05 CHANGED NON TRAFFIC DETAIL
RING AND COVER FAYETTEVILLE, N.C.
N.T.S. „fir 2 JULY 06 ADDED NOTE ON CONC, COLLAR
DWG. NO. S.7 DWG. BY: PWC WATER RESOURCES •i 3 FEB 07 REMOVED NON TRAFFIC AREA
S I OF I ENGINEERING DEPARTMENT REVISED NOTES
DATE' JAN. 01, 2014 APPROVED BY: JEG 4 JULY O REVISED ASPHALT THICKNESS
zu E4-�t FSEIYIS l,.iJYGR.UCt
PIPE SIZES
MANHOLE SIZE
MIN. WALL THICKNESS
MIN. REINF. STEEL
11 CONTRACTOR SHALL REPAIR ALL SEWER LATERALS AND MAINS DAMAGED DURING
S. CROSSING A WATER MAIN OVER A SEWER: WHENEVER IT IS NECESSARY FOR A
MORTAR SLIDE SHALL BE USED FOR LESS
5"
CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY REPORT ALL SEWER MAIN
WATER MAIN TO CROSS OVER A SEWER MAINILATERAL, THE WATER MAIN SHALL
24'- 36"
THAN i PQOT SEPARATION BETWEEN INVERT
AND LATERAL BREAKS TO THE PWC PROJECT COORDINATOR. THE CONTRACTOR
BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT
B"
SPRINGLINE OF PIPE
SHALL INITIATE IMMEDIATE REPAIRS IN ACCORDANCE WITH PWC STANDARDS,
LEAST 18 INCHES ABOVE THE TOP OF THE SEWER MAINILATERAL, UNLESS
ASTM A -185 4.15 SO AN,
SEAL AROUND
2. PIPE- SLIDE RE:Q'D WHERE vERTICAL
NON SHRINK GROUT SLIDE WITH
LOCAL CONDITIONS OR BARRIERS PREVENT AN 18 INCH VERTICAL SEPARATION -
-CE
PIPE
2. SEWER MAINS, LATERALS, AND MANHOLES SHALL BE INSTALLED UTILIZING A PWC
IN WHICH CASE BOTH THE WATER MAIN AND SEWER MAWILATERAL SHALL BE
i•'"+w�a4E•"M
7Y.
-�. M 1.
APPROVED CUT - SHEET, INDICATING INSTALLATION DEPTH.
CONSTRUCTED OF FERROUS MATERIAL AND WITH JOINTS THAT ARE
TO a v-
2
WITH ASTM 0994. RUBBER GASKET JOINTS SHALL BE IN JOINT WRAP, THE WRAP SHALL BE IN ACCORDANCE WITH PWC
EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON
USED TO BUILD UP INVERT TO
REQUi RED
3. TRANSFER OF SEWER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS:
EACH SIDE OF THE POINT OF CROSSING.
$OR 26 PVC
REDUCE MORTAR QUANTITIES.
A. INSTALL AND TEST NEW MAINS, MANHOLES, AND LATERALS. CLEANOUTS SHALL
ACCORDANCE WITH ASTM 0923, INSTALLED BY MANUFACTURER NECESSARY TO INSTALL A 4-INCH LATERAL INTO A MANHOLE, THE
SHEET NO.
1 OF 1
MINIMUM, STRAPS SHALL BE T O.C, MAX.
BE INSTALLED 18•' INSIDE RNd UNLESS OTHERWISE DIRECTED BY PWC,
C. CROSSING WATER MAIN UNDER A SEWER: WHENEVER IT IS NECESSARY FOR A
CONNECTION TO MAIN SHALL BE BY CONTRACTOR WITH SECURELY FASTENED TO THE CORE HOLE BY UTILIZING A
8, CONNECT EXISTING PLUMBING TO NEW LATERAL UTILIZING THE NECESSARY
WATER MAIN TO CROSS UNDER A SEWER MAiMLATERAL, BOTH THE WATER MAIN
sTRUex RE DETAIL.
DATE: JAN. 01, 2014
FITTINGS AS DIRECTED BY PWC.
AND THE SEWER MAINILATERAL SHALL BE CONSTRUCTED OF DUCTILE IRON
TO DIRECT FLOW INTO THE
4.vERIFY SLIflE INSTALLATK N WITH PROJECT
C. AFTER ALL SERVICES HAVE BEEN TRANSFERRED TO THE NEW MAIN, THE
MATERIAL AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A
SHELF
O SEWER.
EXISTING SEWER SYSTEM SHALL BE ABANDONED IN ACCORDANCE WITH PWC
DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING. A SECTION
SS STRAPS
;)
't
REQUIREMENTS,
OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
SDR 35 SW PVC 114 BEND TOWARD
BIC
4. WHEN THE EXISTING MAIN IS NOT TO BE ABANDONED, THE CONTRACTOR SHALL
D. CROSSING STORM DRAINAGE LINES: A MINIMUM OF 24- INCHES OF VERTICAL
ACCORDANCE WITH PWC STANDARD
MANHOLE DE AIL.
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. FOR FOUR (4) INCH BOB 26 LATERALS, THE PIPE OUTSIDE
UNCOVER THE EXISTING LATERAL AT THE MAIN, CUT AND PLUG BOTH ENDS, REMOVE
CLEARANCE SHALL BE MAINTAINED BETWEEN A SEWER MAWAATERAL
fNAi
G. BRICK USED FOR INVERT AND SHELF
THE EXISTING CLEANOUT AND COMBINATION, AND PLUG THE LATERAL TO ABANDON
CROSSING UNDER A STORM DRAINAGE LINE UNLESS DUCTILE IRON PIPE IS
PIPE.
_
THE OLD SERVICE.
USED, IF DUCTILE IRON PIPE IS USED, A MINIMUM OF SIX(6) INCHES OF
CONSTRUCT TROUGH ON TOP OF
x
SEPARATION SHALL BE MAINTAINED, UNLESS OTHERWISE APPROVED BY PWC.
9, PRECAST INVERTS ARE NOT ALLOWED. STANDING WATER IN DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
SHELF TO DIRECT RGE IN
1 °. I
5, SEWER PLUGS SHALL BE INSTALLED TO ELIMINATE ANY DEBRIS OR OTHER MATERIAL
DETAIL
GRADE S4 EXCEPT ABSORPTION LESS THAN 10
,3 „ice . .
FROM ENTERING THE ACTIVE SEWER SYSTEM, UPON ACCEPTANCE OF THE NEW
N.T.S.
INTERIOR DROP STRUCTURE
LBSiCU.FT.
SEWER SYSTEM, THE CONTRACTOR SHALL CLEAN THE NEW MAINS, REMOVE ALL
NO.
BEGIN SHELF TRANSITION
MANHOLES GREATER THAN 14' IN DEPTH
DEBRIS, AND THEN REMOVE THE PLUG.
FAYETTEVILLE, N.C.
AT 314 HEIGHT OF OUTLET
SHALL HAVE MIN. 6" EXTENcDEiJ BASE.
S. SEPARATION REQUIREMENTS:
ADDED NOTES 6.7 & 8
PIPE 1:12 MIN.
C. LESS THAN V SEE MORTAR SLIDE DETAIL. 17. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS
A, LATERAL SEPARATION OF $EWER$ AND WA'T'ER MAINS: WATER MAINS SHALL
SHALL ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE
Z_
BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWER
THE MANHOLE SHALL BE' % UNLESS
DWG. BY: PWC
WATER RESOURCES
MAINILATERAL, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A 10 -FOOT
ALIGN
OTHERWISE APPROVED BY PWC
REVISED FITTING MATERIAL
LATERAL SEPARATION - IN WHICH CASE:
OVER INVERT FIELD, SOLID CONCRETE
STEPS OVER
s. SEE sTAtvl>nRD rr,ANI•IdLE DETAIL FOR
L THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION OF
5
OUT JUMBO BRICK MAY BE USED
INVERT OUT
THE BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF
TO BUILD UP INVERT TO
THE SEWER MAINILATERAL, OR
DROP AND; OR SLIDE
WITH PWC STANDARDS,
I€. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER
SHELF
RE DIRE CNTS SHALL APPLY TO ALL LATERALS
Ix
MAINILATERAL WITH THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH
PIPE BUILD TROUGH TO
REVISION
ENTERING MANHOLES AS OUTLINED IN NOTES 3.2&3.
OF UNDISTURBED EARTH AND WITH THE ELEVATION OF THE BOTTOM OF
STANDARD MANHOLE
SPRINGL €NE OF PIPE
"" ,. ^` ` �;,
THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER
_
MAIWLATERAL
TERMINAL MANHOLE, NO MORE THAN 2 LATERALS
3
GENERAL NOTES
PUBLIC WORKS COMMISSION
(REGARDLESS OF SIZE) SHALL ENTERALL OTHER 4'
LATERALS SHALL HAVE AN
NO.
DATE REVISION
''� - "'°°'" BOTTOM OF BOOT SHALL
,�-- -"'""' ,,= '`"+ ti,✓
"""`""" .."^ "
DIAMETER MANHOLES. ALL
INDIVIDUAL TROUGH. a DIAMETER MANHOLES SHALL
SANITARY SEWER UTILITY
FAYETTEVILLE, N.C.
,''i,.' :u.� :-.w„.~•
BE USED IF THE ABOVE CONDITIONS ARE NOT MET.
REVISED
MORTAR
SHEET NO,
DWG. NO. S.1
DWG. BY: PWC
WATER RESOURCES
SLIDE S,S,
.�".1� `
r `%::" "`
ABOVE THE SHELF.
DATE: JAN.01,2014
APPROVEDBY: J.E.G.
!� ix.
1 OF 1
ENGINEERING DEPARTMENT
SHELF
-^
B �`"'��.
DIAMETER T5 WAINAL MANHOLE.
DATE: JAN. 01, 2014
APPROVED BY: J.E.G.
•^°-
t
OF TEE- h`t`lES ON LATERALS IS NOT ALI.d"NED-
�
92.
U5F
2014 -S1 SEINER NOTES.dwg
231!2° NOTES:
1" 314" 1. DETAIL TO BE USED IN PAVEL) AREAS ONLY, ALL OTHER
MANHOLES SHALL BE IN ACCORDANCE WITH DETAIL S.6,
-- UNLESS OTHERWISE APPROVED.
4" 2. MANHOLE FRAME AND COVER SHALL BE MADE OF GRAY
CAST €RON CONFORMING TO ASTM SPEC, A48-83 CL 30135
FRAME A48.83,CL 30 RESPECTIVELY, MANUFACTURED BY SAME MANUFACTURER.
ALL CASTINGS SHALL CONFORM TO THE SHAPE AND
cc i _"T DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND PERFECT,
WITHOUT BLOW OR SAND HOLES OR DEFECTS OF ANY KIND,
TENDING TO IMPAIR THEIR STRENGTH. NO PLUGGING OR
STOPPING OF DEFECTIVE HOLES WILL BE PERMITTED,
1 CASTINGS SHALL BE UNPAINTED AND SHALL HAVE THE
2 -7/8" LETTERS "PWC-FAY-NC" AND "SANITARY SEWER" CAST INTO
COVER. LETTERS SHALL BE RAISED AND CLEARLY VISIBLE.
OVER BACK COVER SECTION FRAME PLAN 4, MANHOLE RING AND COVER SHALL WITHSTAND H -20
VEHICULAR TRAFFIC. ROCKING COVERS SHALT. NOT BE
ACCEPTABLE.
-- --112" 5. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5% RING 175 LEIS„
COVER 135 LBS, UNIT 310 LBS.
COVER 6. PERFORATED COVERS WILL NOT BE ALLOWED,
1:. 25„
314°
23.75"
12.5"
PICK SLOT DETAIL 12" MIN. 2 "MIN
t�11 FINAL
318 x : GRADE
22" 2" MIN.
P FRAME 4 " BED OF CLEAN FRESH
I T A k MORTAR (TYP)
CONCRETE COLLAR -PAVED AREAS
g. Wmin THICKNESS 3000 PSI CLASS "A"
CONCRETE COLLAR 3 -6% AIR
R Cs ENTRAINMENT ALL AROUND FRAME.
(WHEN UTILIZING CONCRETE GRADE
RINGS THE CONCRETE COLLAR SHALL
EXTEND TO 7m €n BELOW THE TOP OF
COVER A48 -83,CL 35 CONE.)
COVER FACE
STANDARD TRAFFIC AREA MANHOLE NCI. DATE REVISION
PUBLIC. WORKS COMMISSION 1 JAN 05 CHANGED NON TRAFFIC DETAIL
RING AND COVER FAYETTEVILLE, N.C.
N.T.S. „fir 2 JULY 06 ADDED NOTE ON CONC, COLLAR
DWG. NO. S.7 DWG. BY: PWC WATER RESOURCES •i 3 FEB 07 REMOVED NON TRAFFIC AREA
S I OF I ENGINEERING DEPARTMENT REVISED NOTES
DATE' JAN. 01, 2014 APPROVED BY: JEG 4 JULY O REVISED ASPHALT THICKNESS
zu E4-�t FSEIYIS l,.iJYGR.UCt
PIPE SIZES
MANHOLE SIZE
MIN. WALL THICKNESS
MIN. REINF. STEEL
MIN. BASE THICKNESS
NOTES: 1,
MORTAR SLIDE SHALL BE USED FOR LESS
5"
ASTM A -185 4.12 SQ.![N.
6"
24'- 36"
THAN i PQOT SEPARATION BETWEEN INVERT
6"
ASTM A -185 4,15 SQJIN,
B"
SPRINGLINE OF PIPE
OUT & INVBRT OF INCOMING PIPE.
7"
ASTM A -185 4.15 SO AN,
SEAL AROUND
2. PIPE- SLIDE RE:Q'D WHERE vERTICAL
NON SHRINK GROUT SLIDE WITH
SDR 26 PVC
-CE
PIPE
S.S. LIRE 112 PPE PLACED IN FIELD. SCILID
GREATER THAN BETWEEN PIPS THAN TS E
GREATERTHAht1 'ANI7 LESS THAPJaRI;quAL
i•'"+w�a4E•"M
7Y.
-�. M 1.
Y ALIGN STEPS
CONCRETE JUMBO BRICK MAY BE
TO a v-
2
WITH ASTM 0994. RUBBER GASKET JOINTS SHALL BE IN JOINT WRAP, THE WRAP SHALL BE IN ACCORDANCE WITH PWC
=- OVER INVERT
OUT
USED TO BUILD UP INVERT TO
REQUi RED
DWG. BY: PWC
WATER RESOURCES
$OR 26 PVC
REDUCE MORTAR QUANTITIES.
a. INTERIOR i7ROP STRUCTURE
WHERE VERTICAL SEPARATION BETWEEN
ACCORDANCE WITH ASTM 0923, INSTALLED BY MANUFACTURER NECESSARY TO INSTALL A 4-INCH LATERAL INTO A MANHOLE, THE
SHEET NO.
1 OF 1
MINIMUM, STRAPS SHALL BE T O.C, MAX.
SLIDE SHALL BE INSTALLED ON
INVERTS EXCEEDS 2,W. SEE INTERIOR DROP
CONNECTION TO MAIN SHALL BE BY CONTRACTOR WITH SECURELY FASTENED TO THE CORE HOLE BY UTILIZING A
112 PIPE
TOP OF SHELF WITH A TROUGH
sTRUex RE DETAIL.
DATE: JAN. 01, 2014
PLACE STRAPS WITHIN V OF TEE AND
WITHIN 1r OF 4 BEND. ALL OTHER STRAPS
pJ
TO DIRECT FLOW INTO THE
4.vERIFY SLIflE INSTALLATK N WITH PROJECT
6. CONNECTIONS TO EXISTING MANHOLES SHALL BE BY CORING STEP DOWN BOOTS ARE ALLOWED. THE TORQUE WRENCH SHALL
SECTIONIREVISED NOTE 3
SHELF
O SEWER.
COORDINATOR PRIOR TO CONSTRUCTION_
SS STRAPS
;)
't
5, MANHOLE AND CONNECTION$ SHALL BE IN
SDR 35 SW PVC 114 BEND TOWARD
BIC
' FLOW CHANNEL
5A�I .SEWER
ACCORDANCE WITH PWC STANDARD
MANHOLE DE AIL.
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. FOR FOUR (4) INCH BOB 26 LATERALS, THE PIPE OUTSIDE
INVERT OUT. BEND SHALL BE
SHAPE TO 314
HEIGHT OF OUTLET
fNAi
G. BRICK USED FOR INVERT AND SHELF
to
8. MANHOLE STEPS SHALL BE IN ACCORDANCE WITH ASTM 0478 AND INCHES.
PIPE.
_
CLINSTRUCTEON SHALL BE NCOOT STANDARD
CONSTRUCT TROUGH ON TOP OF
x
JUMBO BRICK. MEETWIS ASTM C55
9, PRECAST INVERTS ARE NOT ALLOWED. STANDING WATER IN DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
SHELF TO DIRECT RGE IN
1 °. I
SLIDE
PIPE SLIDE
DETAIL
GRADE S4 EXCEPT ABSORPTION LESS THAN 10
,3 „ice . .
10. VERTICAL DROPS BETWEEN THE INFLOW PIPES AND OUTFLOW IN ALL CASES, THE BOOT SHALL BE TIGHTENED ON THE LATERAL
N.T.S.
INTERIOR DROP STRUCTURE
LBSiCU.FT.
NO.
BEGIN SHELF TRANSITION
MANHOLES GREATER THAN 14' IN DEPTH
GRAVITY SEWER MAINS & LATERALS
FAYETTEVILLE, N.C.
AT 314 HEIGHT OF OUTLET
SHALL HAVE MIN. 6" EXTENcDEiJ BASE.
JAN 08
ADDED NOTES 6.7 & 8
PIPE 1:12 MIN.
C. LESS THAN V SEE MORTAR SLIDE DETAIL. 17. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS
B. THE MINIMUM SLOPE ACROSS THE INVERT OF
SHALL ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE
Z_
THE MANHOLE SHALL BE' % UNLESS
DWG. BY: PWC
WATER RESOURCES
CONCRETE SHELF PLACED IN
ALIGN STEPS
ALIGN
OTHERWISE APPROVED BY PWC
REVISED FITTING MATERIAL
SHEET NO.
1 OF 1
OVER INVERT FIELD, SOLID CONCRETE
STEPS OVER
s. SEE sTAtvl>nRD rr,ANI•IdLE DETAIL FOR
5
OUT JUMBO BRICK MAY BE USED
INVERT OUT
ADDITIONAL REQUIREMENTS.
TO BUILD UP INVERT TO
1I),
DROP AND; OR SLIDE
WITH PWC STANDARDS,
SEAL AROUND REDUCE MORTAR QUANTITIES.
SHELF
RE DIRE CNTS SHALL APPLY TO ALL LATERALS
Ix
NO,
PIPE BUILD TROUGH TO
REVISION
ENTERING MANHOLES AS OUTLINED IN NOTES 3.2&3.
STANDARD MANHOLE
SPRINGL €NE OF PIPE
"" ,. ^` ` �;,
NO MORE THAN 4, FOUR INCH LATERALS OR 3. SIX
INCH LATERALS SHALL ENTER A4' DIAMETER
_
y,r, ,„.
✓' ' - °^w. " °"x..
TERMINAL MANHOLE, NO MORE THAN 2 LATERALS
GINEXISTING MANHOLES
m"""•
w.„w
(REGARDLESS OF SIZE) SHALL ENTERALL OTHER 4'
LATERALS SHALL HAVE AN
Lu
''� - "'°°'" BOTTOM OF BOOT SHALL
,�-- -"'""' ,,= '`"+ ti,✓
"""`""" .."^ "
DIAMETER MANHOLES. ALL
INDIVIDUAL TROUGH. a DIAMETER MANHOLES SHALL
BE SET I- ABOVE .''THIEF
,''i,.' :u.� :-.w„.~•
BE USED IF THE ABOVE CONDITIONS ARE NOT MET.
REVISED
MORTAR
� „.`.. � "'� � �?
-
THE IN`1ERT OF THE LATERAL SHALT. B A MINIMUM OF 1"
WATER RESOURCES
SLIDE S,S,
.�".1� `
r `%::" "`
ABOVE THE SHELF.
DATE: JAN.01,2014
APPROVEDBY: J.E.G.
!� ix.
NO MORE THAN s LATERALS SHALL ENTER A $'
SHELF
-^
B �`"'��.
DIAMETER T5 WAINAL MANHOLE.
2414 -S2 STANDARD MANHOLE.dwg
•^°-
t
OF TEE- h`t`lES ON LATERALS IS NOT ALI.d"NED-
�
92.
U5F
,,.^"'"
ern,
13.
�•- •.-- -•..^'
ALL MANHOLES SHALL BE VACUUM TESTED IN ACCORDANCE
'Wf PWC STANDARDS
c7
5
En
IN
N
.
'..
SEAL AROiiNO ar
SLOPE TOP OF CONC. PIPE Iz
FLOW CHANNEL SHAPE
MAX, TOWARD TROUGH. �I
INVERT SHALL ENTER
TO 314 HEIGHT OF OUTLET LOIN CHANNEL SHAPE
PIPE. MANHOLE 1" MIN,
MORTAR SLIDE
DETAIL SHBLF {TYP} TO 314 HEIGHT OF OUTLET
�<
N.T.S.
PIPE. SHELF DETAIL
N.T.S.
PIPE SLIDE, MORTAR SLIDE
PUBLIC WORKS COMMISSION
NO]
DATE
REVISION
1
JAN. 05
ADDED NOTE 6.
AND SHELF DETAILS
FAYETTEVILLE, N,C.
N.T.S.
2
FES 07
REVISED NOTE 8, DETAIL.
DWG. NO. SA
DWG. BY: PWC
WATER RESOURCES
10,11
ADDED NOTES 10,11,12
SHEET NO.
1 OF 1
ENGINEERING DEPARTMENT
DATE: JAN. 01, 2014
APPROV ED BY: J.E,G.
2014 -54 PSLIDE.dwg
231!2° NOTES:
1" 314" 1. DETAIL TO BE USED IN PAVEL) AREAS ONLY, ALL OTHER
MANHOLES SHALL BE IN ACCORDANCE WITH DETAIL S.6,
-- UNLESS OTHERWISE APPROVED.
4" 2. MANHOLE FRAME AND COVER SHALL BE MADE OF GRAY
CAST €RON CONFORMING TO ASTM SPEC, A48-83 CL 30135
FRAME A48.83,CL 30 RESPECTIVELY, MANUFACTURED BY SAME MANUFACTURER.
ALL CASTINGS SHALL CONFORM TO THE SHAPE AND
cc i _"T DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND PERFECT,
WITHOUT BLOW OR SAND HOLES OR DEFECTS OF ANY KIND,
TENDING TO IMPAIR THEIR STRENGTH. NO PLUGGING OR
STOPPING OF DEFECTIVE HOLES WILL BE PERMITTED,
1 CASTINGS SHALL BE UNPAINTED AND SHALL HAVE THE
2 -7/8" LETTERS "PWC-FAY-NC" AND "SANITARY SEWER" CAST INTO
COVER. LETTERS SHALL BE RAISED AND CLEARLY VISIBLE.
OVER BACK COVER SECTION FRAME PLAN 4, MANHOLE RING AND COVER SHALL WITHSTAND H -20
VEHICULAR TRAFFIC. ROCKING COVERS SHALT. NOT BE
ACCEPTABLE.
-- --112" 5. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5% RING 175 LEIS„
COVER 135 LBS, UNIT 310 LBS.
COVER 6. PERFORATED COVERS WILL NOT BE ALLOWED,
1:. 25„
314°
23.75"
12.5"
PICK SLOT DETAIL 12" MIN. 2 "MIN
t�11 FINAL
318 x : GRADE
22" 2" MIN.
P FRAME 4 " BED OF CLEAN FRESH
I T A k MORTAR (TYP)
CONCRETE COLLAR -PAVED AREAS
g. Wmin THICKNESS 3000 PSI CLASS "A"
CONCRETE COLLAR 3 -6% AIR
R Cs ENTRAINMENT ALL AROUND FRAME.
(WHEN UTILIZING CONCRETE GRADE
RINGS THE CONCRETE COLLAR SHALL
EXTEND TO 7m €n BELOW THE TOP OF
COVER A48 -83,CL 35 CONE.)
COVER FACE
STANDARD TRAFFIC AREA MANHOLE NCI. DATE REVISION
PUBLIC. WORKS COMMISSION 1 JAN 05 CHANGED NON TRAFFIC DETAIL
RING AND COVER FAYETTEVILLE, N.C.
N.T.S. „fir 2 JULY 06 ADDED NOTE ON CONC, COLLAR
DWG. NO. S.7 DWG. BY: PWC WATER RESOURCES •i 3 FEB 07 REMOVED NON TRAFFIC AREA
S I OF I ENGINEERING DEPARTMENT REVISED NOTES
DATE' JAN. 01, 2014 APPROVED BY: JEG 4 JULY O REVISED ASPHALT THICKNESS
zu E4-�t FSEIYIS l,.iJYGR.UCt
PIPE SIZES
MANHOLE SIZE
MIN. WALL THICKNESS
MIN. REINF. STEEL
MIN. BASE THICKNESS
21'& LESS
48 "' DIAMETER
5"
ASTM A -185 4.12 SQ.![N.
6"
24'- 36"
SIT DIAMETER
6"
ASTM A -185 4,15 SQJIN,
B"
42
72" DIAMETER
7"
ASTM A -185 4.15 SO AN,
8"
L)
0
o Pn
E:s c
Lu
�w
MANHOLE DIAMETER SIZES MAY BE ADJUSTED ON THE PLANS TO
REFLECT SPECIAL CIRCUMSTANCES. REDUCING SLABS ARE NOT
ACCEPTABLE ON MANHOLES LESS THAN OR EQUAL TO V DIAMETER.
CAST IRON FRAME. &
COVER SEE DETAIL
MAX, (3) 4 ", (2) 6", OR FLEXIBLE BUTYL RESIN
(1) 2" GRADE RINGS ,.. �I� SEALANT OR RUBBER GASKET MANUFACTURER INSTALLED POLY
SEE NOTE 13. JOINT, PROPYLENE COATED
�- -- -_.T:M STEP OVER INVERT
EP DETAIL.
24"
OUT SEE ST E
/°� � . SEAL INSIDE AND OUTSIDE OF
JOINT ./ / € "
JOINT WITH FAST SET MORTAR
SMOOTH FINISH
LIFT HOLES THAT EXTEND THRU THE
WALL SHALL BE SEALED WITH
NON - SHRINK GROUT, LIFT HOLES THAT
HAVE PVC CAPS THAT DO NOT EXTEND
THRU THE WALL SHALL NOT REQUIRE
GROUT SEALANT.
CONIC. BRICK AND MORTAR INVERT
PLACED IN FIELD TO 314 HEIGHT OF
OUTLET PIPE. SEE SHELF DETAIL.
REINFORCING SEE CHART ABOVE
SEE NOTE 3
6" MIN. COMPACTED NO 67
STONE
SUBGRADE
a
lT SEALER
AROUND PIPE
SHELF DETAIL
FLEXIBLE EPDM RUB13ER
BOOT
SANITARY SEWER (OUT)
NO 57 STONE
STANDARD MANHOLE PUBLIC WORKS COMMISSION NO. DATE I REVISION
N,T.S. FAYETTEVILLE, N.C. 1 FEB 47 CREATED S.2A ADDED NOTES 13-17
DWG. NO, S.2 DWG. BY: PWC WATER RESOURCES # 2 JULY 13 ADDED SHEET 2 OF 2
SHEET NO.
1 OF 2 DATE; JAN. 01, 2014 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
NEW SANITARY
SEWER
1"X1/8" STAINI
STEEL STRAP
NOTES
I. MANHOLE SHALL BE IN ACCORDANCE WITH
PWC STANDARDS, SEE MANHOLE DETAIL FOR
ADDITIONAL INFORMATION
2, ALL PVC FITTINGS FOR DROP
STRUCTURE SMALL BE SDR 35 PVC WITH
A SOLVENT WELD JOINTS
3, MANHOLES GREATER THAN 12' €N DEPTH SHALL
HAVE MIN. 6" EXTENDED BASE.
4. DROP STRUCTURE SHALL BE PLACED WHERE
SEWER MAIN OR LATERAL VERTICAL DROP
BETWEEN INVERTS EXCEEDS 150'. SEE PIPE
SLIDE DETAILS FOR DROPS LESS THAN 2.50' .
VERTICAL SEPARATION.
2014 -82 S IANUARD MANHOLE.dWg
5. DROP STRUCTURE MH. SHALL BE A MIN. OF 5' DIAMETER.
DROP STRUCTURE SHALL BE INSTALLED AGAINST WALL OF
MANHOLE AS SHOWN, IF THE GRADE GOES NOT ALLOW,
THEN INSTALL AS DIRECTED BY PWC,
6, 6 DJA. MANHOLES REQUIRED FOR ALL DROPS 6" AND
GREATER IN DIAMETER, AND WHEN 3 OR MORE 4" LATERALS
ENTER MANHOLES WITH 4" INTERIOR DROPS. NO MORE
THAN FOUR 4" INTERIOR DROPS ARE ALLOWED IN A 5'
MANHOLE.
7. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH
LATERALS SHALL ENTER A 4' DIAMETER TERMINAL
MANHOLE. NO MORE THAN 2 LATERALS (REGARDLESS OF
SIZE) SHALL ENTER ALL OTHER 4' DIAMETER MANHOLES.
ALL LATERALS SHALL HAVE AN INDIVIDUAL TROUGH. 6
DIAMETER MANHOLES SHALL BE USED IF THE ABOVE
CONDITIONS ARE NOT MET. THE LATERAL INVERT SHALL BE
AT THE TOP OF THE SHELF,
SDR 35 PVC SW TEE
FRAME SECTION FRAME
SDR 26 PVC
PUBLIC WORKS COMMISSION
F- Z
z 11
FAYETTEVILLE, N.C.
B. NO MORE THAN 5 LATERALS SHALL ENTER A 5'
s-
FLEXIBLE BOOT CONNECTED
#O
DIAMETER TERMINAL MANHOLF.
CONNECTOR
t
9. FLEX BOOT SHALL BE CONNECTED TO MH. WITH
UNLESS APPROVED OTHERWISE BY PWC
NON-SHRINK GROUT SEAL
14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE
---
€
PROJECT COORDINATOR.
11. LL M HOLES SHALL BE VACUUM
SDR 26 PVC
-CE
EXTENDED BASE.
C-923 SPEC.
TESTED IN ACCORDANCE WI PWC
i•'"+w�a4E•"M
7Y.
-�. M 1.
c)
4, FLEXIBLE BUTYL RESIN JOINT SEALANT SHALL BE IN ACCORDANCE THE CONE, SHALL BE SEALED ON THE OUTSIDE BY AN APPROVED
STANDARDS,
2
WITH ASTM 0994. RUBBER GASKET JOINTS SHALL BE IN JOINT WRAP, THE WRAP SHALL BE IN ACCORDANCE WITH PWC
REV €S D DIMENSIONS ON
JOINT WITH FAST SET MORTAR
SMOOTH FINISH
LIFT HOLES THAT EXTEND THRU THE
WALL SHALL BE SEALED WITH
NON - SHRINK GROUT, LIFT HOLES THAT
HAVE PVC CAPS THAT DO NOT EXTEND
THRU THE WALL SHALL NOT REQUIRE
GROUT SEALANT.
CONIC. BRICK AND MORTAR INVERT
PLACED IN FIELD TO 314 HEIGHT OF
OUTLET PIPE. SEE SHELF DETAIL.
REINFORCING SEE CHART ABOVE
SEE NOTE 3
6" MIN. COMPACTED NO 67
STONE
SUBGRADE
a
lT SEALER
AROUND PIPE
SHELF DETAIL
FLEXIBLE EPDM RUB13ER
BOOT
SANITARY SEWER (OUT)
NO 57 STONE
STANDARD MANHOLE PUBLIC WORKS COMMISSION NO. DATE I REVISION
N,T.S. FAYETTEVILLE, N.C. 1 FEB 47 CREATED S.2A ADDED NOTES 13-17
DWG. NO, S.2 DWG. BY: PWC WATER RESOURCES # 2 JULY 13 ADDED SHEET 2 OF 2
SHEET NO.
1 OF 2 DATE; JAN. 01, 2014 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
NEW SANITARY
SEWER
1"X1/8" STAINI
STEEL STRAP
NOTES
I. MANHOLE SHALL BE IN ACCORDANCE WITH
PWC STANDARDS, SEE MANHOLE DETAIL FOR
ADDITIONAL INFORMATION
2, ALL PVC FITTINGS FOR DROP
STRUCTURE SMALL BE SDR 35 PVC WITH
A SOLVENT WELD JOINTS
3, MANHOLES GREATER THAN 12' €N DEPTH SHALL
HAVE MIN. 6" EXTENDED BASE.
4. DROP STRUCTURE SHALL BE PLACED WHERE
SEWER MAIN OR LATERAL VERTICAL DROP
BETWEEN INVERTS EXCEEDS 150'. SEE PIPE
SLIDE DETAILS FOR DROPS LESS THAN 2.50' .
VERTICAL SEPARATION.
2014 -82 S IANUARD MANHOLE.dWg
5. DROP STRUCTURE MH. SHALL BE A MIN. OF 5' DIAMETER.
DROP STRUCTURE SHALL BE INSTALLED AGAINST WALL OF
MANHOLE AS SHOWN, IF THE GRADE GOES NOT ALLOW,
THEN INSTALL AS DIRECTED BY PWC,
6, 6 DJA. MANHOLES REQUIRED FOR ALL DROPS 6" AND
GREATER IN DIAMETER, AND WHEN 3 OR MORE 4" LATERALS
ENTER MANHOLES WITH 4" INTERIOR DROPS. NO MORE
THAN FOUR 4" INTERIOR DROPS ARE ALLOWED IN A 5'
MANHOLE.
7. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH
LATERALS SHALL ENTER A 4' DIAMETER TERMINAL
MANHOLE. NO MORE THAN 2 LATERALS (REGARDLESS OF
SIZE) SHALL ENTER ALL OTHER 4' DIAMETER MANHOLES.
ALL LATERALS SHALL HAVE AN INDIVIDUAL TROUGH. 6
DIAMETER MANHOLES SHALL BE USED IF THE ABOVE
CONDITIONS ARE NOT MET. THE LATERAL INVERT SHALL BE
AT THE TOP OF THE SHELF,
SDR 35 PVC SW TEE
FRAME SECTION FRAME
SDR 26 PVC
PUBLIC WORKS COMMISSION
F- Z
z 11
FAYETTEVILLE, N.C.
B. NO MORE THAN 5 LATERALS SHALL ENTER A 5'
10, CONNECTIONS TO EXISTING MANHOLES
FLEXIBLE BOOT CONNECTED
DWG. NO- S.g
DIAMETER TERMINAL MANHOLF.
SHALL HAVE CORE AND "BOOT ONLY
TO MH WITH SS EXP. RING
9. FLEX BOOT SHALL BE CONNECTED TO MH. WITH
UNLESS APPROVED OTHERWISE BY PWC
NON-SHRINK GROUT SEAL
14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE
---
STAINLESS STEEL EXPANSION RING. FLEXIBLE
MOOT CONNECTORS SHALL CONFORM TO ASTM
PROJECT COORDINATOR.
11. LL M HOLES SHALL BE VACUUM
SDR 26 PVC
-CE
EXTENDED BASE.
C-923 SPEC.
TESTED IN ACCORDANCE WI PWC
15. THE EXTERIOR MANHOLE RISER JOINTS, INCLUDING THE JOINT AT
•
c)
4, FLEXIBLE BUTYL RESIN JOINT SEALANT SHALL BE IN ACCORDANCE THE CONE, SHALL BE SEALED ON THE OUTSIDE BY AN APPROVED
STANDARDS,
MANHOLE WALL
5" MIN.. n
c,., Irc °a�,r v,�H,xx,geze..v.,. • ,,...u�j..... �.T
NOTES:
1. COPOLYMER POLYPROPYLENE PLASTIC
STEP SHALL BE PLACED 16" 0,0,
IN ALL STRUCTURES 5 DEPTH OR
GREATER.
2, STEPS SHALL BE INSTALLED BY
MANUFACTURER AND SHALL BE
ALIGNED OVER STRUCTURE INVERT
OUT.
3, DIMENSIONS SHOWN ARE TO CONVEY
THE DESIRED SIZE OF THE STEP. STEPS
OF SIMILAR SIZE AND CONSTRUCTION
MAY BE ACCEPTABLE PROVIDED
MATERIAL SUBMITTAL IS APPROVED
BY PWC,
4, MATERIALS OF CONSTRUCTION AND
METHOD OF INSTALLATION SHALL BE IN
ACCORDANCE WITH OSHA STANDARDS
AND ASTM C -478,
SERRATED TREADS WIDE ENOUGH TO
' SIDE VIEW
FRAME SECTION FRAME
SDR 26 PVC
PUBLIC WORKS COMMISSION
F- Z
z 11
FAYETTEVILLE, N.C.
N.T.S.
DATE
1°'x 118" STAINLESS STEEL STRAPS
DWG. NO- S.g
T
WATER RESOURCES
SHEET NO.
1 OF 1
L73
2, MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE 4040 PSI.
ENGINEERING DEPARTMENT
CONFORMING TO THE PIPE ANCHORED
14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE
---
DATE; JAN. 41, 2014
APPROVED BY: J.E.G. I
N.T.S.
-CE
EXTENDED BASE.
Ia
WITH STAINLESS STEEL ANCHOR BOLTS
15. THE EXTERIOR MANHOLE RISER JOINTS, INCLUDING THE JOINT AT
•
c)
4, FLEXIBLE BUTYL RESIN JOINT SEALANT SHALL BE IN ACCORDANCE THE CONE, SHALL BE SEALED ON THE OUTSIDE BY AN APPROVED
It
2
WITH ASTM 0994. RUBBER GASKET JOINTS SHALL BE IN JOINT WRAP, THE WRAP SHALL BE IN ACCORDANCE WITH PWC
REV €S D DIMENSIONS ON
RNti WEDGE ANCHORS. 2 STRAPS
ACCORDANCE WITH ASTM 0-443, SPECIFICATIONS.
DWG. BY: PWC
WATER RESOURCES
$OR 26 PVC
DEC 08
ACCORDANCE WITH ASTM 0923, INSTALLED BY MANUFACTURER NECESSARY TO INSTALL A 4-INCH LATERAL INTO A MANHOLE, THE
SHEET NO.
1 OF 1
MINIMUM, STRAPS SHALL BE T O.C, MAX.
WITH STAINLESS STEEL COMPRESSION RING AND TAKE -UP CLAMP. RUBBER BOOT THAT THE LATERAL IS INSERTED INTO SHALL BE
CONNECTION TO MAIN SHALL BE BY CONTRACTOR WITH SECURELY FASTENED TO THE CORE HOLE BY UTILIZING A
JUL 09
REVISED NOTES ON FRAME
STAINLESS STEEL PIPE CLAMP. STAINLESS STEEL BAND THAT IS TIGHTENED USING A JACK OR A
DATE: JAN. 01, 2014
PLACE STRAPS WITHIN V OF TEE AND
WITHIN 1r OF 4 BEND. ALL OTHER STRAPS
pJ
z
6. CONNECTIONS TO EXISTING MANHOLES SHALL BE BY CORING STEP DOWN BOOTS ARE ALLOWED. THE TORQUE WRENCH SHALL
SECTIONIREVISED NOTE 3
W
SHALL BE 3' O.C,
U
SS STRAPS
;)
't
ACCEPTED.
SDR 35 SW PVC 114 BEND TOWARD
BIC
SW 114 BEND
U9
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. FOR FOUR (4) INCH BOB 26 LATERALS, THE PIPE OUTSIDE
INVERT OUT. BEND SHALL BE
SOR 35
to
8. MANHOLE STEPS SHALL BE IN ACCORDANCE WITH ASTM 0478 AND INCHES.
PLACED ON TOP OF SHELF,
OSHA REGULATIONS, ALIGN STEPS WITH INVERT OUT.
CONSTRUCT TROUGH ON TOP OF
x
9, PRECAST INVERTS ARE NOT ALLOWED. STANDING WATER IN DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
SHELF TO DIRECT RGE IN
1 °. I
_
3I
SECTI�IN IrA_Arr
THE DIRECTION OFD FLOW.
,3 „ice . .
10. VERTICAL DROPS BETWEEN THE INFLOW PIPES AND OUTFLOW IN ALL CASES, THE BOOT SHALL BE TIGHTENED ON THE LATERAL
INTERIOR DROP STRUCTURE
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
GRAVITY SEWER MAINS & LATERALS
FAYETTEVILLE, N.C.
3
JAN 08
ADDED NOTES 6.7 & 8
N.T.S.
C. LESS THAN V SEE MORTAR SLIDE DETAIL. 17. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS
SHALL ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE
Z_
DWG. NO. &5
DWG. BY: PWC
WATER RESOURCES
UNLESS OTHERWISE APPROVED BY PWC. OTHER 4' DIAMETER MANHOLES. ALL LATERALS SHALL HAVE AN
4
NOV. 08
REVISED FITTING MATERIAL
SHEET NO.
1 OF 1
DATE: JAN. 01, 2014
APPROVED BY: J.E.G.
ENGINEERING DEPARTMENT
5
JULY 12
REVISED NOTES 5 & 6, HUB ON INV.
MANHOLE WALL
5" MIN.. n
c,., Irc °a�,r v,�H,xx,geze..v.,. • ,,...u�j..... �.T
NOTES:
1. COPOLYMER POLYPROPYLENE PLASTIC
STEP SHALL BE PLACED 16" 0,0,
IN ALL STRUCTURES 5 DEPTH OR
GREATER.
2, STEPS SHALL BE INSTALLED BY
MANUFACTURER AND SHALL BE
ALIGNED OVER STRUCTURE INVERT
OUT.
3, DIMENSIONS SHOWN ARE TO CONVEY
THE DESIRED SIZE OF THE STEP. STEPS
OF SIMILAR SIZE AND CONSTRUCTION
MAY BE ACCEPTABLE PROVIDED
MATERIAL SUBMITTAL IS APPROVED
BY PWC,
4, MATERIALS OF CONSTRUCTION AND
METHOD OF INSTALLATION SHALL BE IN
ACCORDANCE WITH OSHA STANDARDS
AND ASTM C -478,
SERRATED TREADS WIDE ENOUGH TO
' SIDE VIEW
FRAME SECTION FRAME
STRUCTURE STEP'
PUBLIC WORKS COMMISSION
F- Z
z 11
FAYETTEVILLE, N.C.
N.T.S.
DATE
ACCORDANCE WITH ASTM 0-478. RINGS ARE ALLOWABLE IN YARD AREAS AND PAVEMENT, WHERE
DWG. NO- S.g
DWG. BY: PWC
WATER RESOURCES
SHEET NO.
1 OF 1
L73
2, MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE 4040 PSI.
ENGINEERING DEPARTMENT
JUL 48
14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE
WITH WIPER GASKET & CAM LOCK
DATE; JAN. 41, 2014
APPROVED BY: J.E.G. I
N.T.S.
ISOMETRIC VIEW OF STEP
NCLI DATE REVISION
34„ DIA. 1 .
FRAME SECTION FRAME
NOTES: 13. CONCRETE GRADE RINGS SHALL NOT BE USED FOR ABOVE
STANDARD NON - TRAFFIC AREA
F- Z
z 11
1. PRECAST REINFORCED CONCRETE MANHOLES SHALL BE IN GRADE ADJUSTMENTS (i.e., OUTFALL AREAS), USE OF GRADE
NO.
DATE
ACCORDANCE WITH ASTM 0-478. RINGS ARE ALLOWABLE IN YARD AREAS AND PAVEMENT, WHERE
MANHOLE RING AND COVER
PUBLIC WORKS COMMISSION
THE RING AND COVER ARE AT GROUND LEVEL.
L73
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14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE
WITH WIPER GASKET & CAM LOCK
FAYETTEVILLE, N.C.
1 MANHOLES GREATER THAN 12' DEPTH SHALL HAVE MINIMUM 6" SHALL BE I %, UNLESS OTHERWISE APPROVED BY PWC.
N.T.S.
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EXTENDED BASE.
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WATER RESOURCES
5, FLEXIBLE EPDM RUBBER BOOT CONNECTORS SHALL BE IN 16, MANHOLE BOOT FOR 4 -INCH LATERALS, SHOULD IT BE
DEC 08
ACCORDANCE WITH ASTM 0923, INSTALLED BY MANUFACTURER NECESSARY TO INSTALL A 4-INCH LATERAL INTO A MANHOLE, THE
SHEET NO.
1 OF 1
ENGINEERING DEPARTMENT
WITH STAINLESS STEEL COMPRESSION RING AND TAKE -UP CLAMP. RUBBER BOOT THAT THE LATERAL IS INSERTED INTO SHALL BE
CONNECTION TO MAIN SHALL BE BY CONTRACTOR WITH SECURELY FASTENED TO THE CORE HOLE BY UTILIZING A
JUL 09
REVISED NOTES ON FRAME
STAINLESS STEEL PIPE CLAMP. STAINLESS STEEL BAND THAT IS TIGHTENED USING A JACK OR A
DATE: JAN. 01, 2014
1 APPROVED BY: LE,G,
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DIAMETER RANGE OF THE BOOT SHALL BE 3.5 INCHES TO 4.25
to
8. MANHOLE STEPS SHALL BE IN ACCORDANCE WITH ASTM 0478 AND INCHES.
OSHA REGULATIONS, ALIGN STEPS WITH INVERT OUT.
FOR FOUR (4) INCH DUCTILE IRON LATERALS, THE PIPE OUTSIDE
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9, PRECAST INVERTS ARE NOT ALLOWED. STANDING WATER IN DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
INVERT OF MANHOLE IS NOT ACCEPTABLE, 4.25 INCHES TO 411 INCHES,
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10. VERTICAL DROPS BETWEEN THE INFLOW PIPES AND OUTFLOW IN ALL CASES, THE BOOT SHALL BE TIGHTENED ON THE LATERAL
PIPES SHALL REQUIRE THE FOLLOWING: BY MEANS OF A SINGLE STAINLESS STEEL STRAP,
A, GREATER THAN 2,5' SEE DROP STRUCTURE
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UNLESS OTHERWISE APPROVED BY PWC. OTHER 4' DIAMETER MANHOLES. ALL LATERALS SHALL HAVE AN
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INDIVIDUAL TROUGH. V DIAMETER MANHOLES SHALL BE USED IF
12. INVERT ON PLANS IS TO MANHOLE CENTERLINE. THE ABOVE CONDITIONS ARE NOT MET.
18, NO MORE THAN 5 LATERALS SHALL ENTER A 5 DIAMETER
19. USE OF TEE -WYES ON LATERALS IS NOT ALLOWED.
20, ALL MANHOLES SHALL BE VACUUM TESTED IN ACCORDANCE
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PUBLIC WORKS COMMISSION
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DATE
REVISION
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AND SADDLE WITH STRAP EXTEND STACK 19'MIN, ABOVE
5' MIN, SINGLE WIDE AND ALIGNMENT FLANGE GRADE WITH GLUE CAP FOR
A N Do
I
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
STAINLESS TESTING, AFTER TEST ARE
(GENCO OR APPROVED EQUAL),
1. In
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MJ fitting with transition gasket
lor saddle
DATE
'3EN'
STEEL STRAP ACCEPTED ADJUST STACK TO
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SEE TABLE ON 5.11
1,
Di Lateral
PROPER GRADE AND INSTALL
PVC Lateral
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PVC fitting or saddle
PERMANENT CLEANOUT CAP
I, HOLE IN SANITARY SEWER MAIN MUST BE CUT WITH 11, SEE INTERIOR DROP STRUCTURE OR SLIDE, MORTAR SLIDE &
DWG. NO. S.11
ASSEMBLY
WATER RESOURCES
ENGINEERING DEPARTMENT
DATE: JAN. 01, 2014
&' 1 "- 61, GLUE CAP
!L2
3
SHELL CUTTER NO HAMMER TAPS ALLOWED, SHELF DETAIL FOR VERTICAL DROPS OF MAINS AND LATERALS,
r4�'OR
INLET _W CAP SHALL HAVE 2' (TYP,) FOR AIR
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1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
PVC SDR-j26 OR D.I. TEE AREAS AND SHALL BE (TO REMAIN)
SET AT GRADE IN PAVED
XGA ELECTRIC
CLEANOUT SHALL BE SET
COMPACTED TO 95% MAX. DENSITY
SEE NOTES 7 & 8 ON $A I I AREAS
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la'MtNIMUM SEPARATION
BETWEEN BOTTOM OF WATER
H---VARIES 0
SDR-26 UNLESS OTHERWISE INDICATED AS D.I. UTILIZE DUCTILE IRON PIPE AND FITTINGS WITH CERAMIC EPDXY
ENGINEER
STANDARD TEE
AND TOP OF SAN SEWER, D
CONNECTION "D
BEDDING MATERIAL QUANTITIES ARE CALCULATED BASED
(PROTECTO, 401), OR WHEN SEPARATION REQUIREMENTS CANNOT BE MET.
TAPPING SADDLE µ Iii ii Iii
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ELECT
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(OPTIONAL) m
LATERAL & WATER MAIN SHALL
NOTE: TAP SHALL BE 4 112" PERMANENT AS&Y m 0
1 , 111!
BE INSTALLED REGARDLESS OF PIPE MATERIAL.
FOR 4- LATERAL, AND SEE CLEANOUT CAP ASS`Y
BE DL IF WATER MAIN IS EX.,
ONLY MAKE SS LATERAL DL
ELECTRICAL CROSSINGS
SHALL BE 61 {2"' FOR 6"
m
OTHERWISE SPECIFIED. 11 ENTIRE SEWER LATERAL ASSEMBLY SHALL BE AIR TESTED
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LATERAL. RISER SHALL BE 4" $DR-26 PVC >;a
REQUIREMENTS FOR UNDERGROUND
EXCEPT IT SHALL BE 4!'D,I, IF THE
CONCURRENTLY WITH SEWER MAIN,
LATERAL ITSELF IS DUCTILE IRON
ELECTRICAL CROSSINGS
FOR 24'RCPIDI 8=4', 0=4'-0"
FOR 181 PVC0 B=3% D=3'
W @ 0.67% MIN.)MAIN
24" MINIMUM SEPARATION EXISTING
18" MINIMUM SEPARATION
STONE SHALL BE i 17=4 7=1
EXTENDED TO BED Eolp P, br 45' SEND PVC
FOR ISPVCIDI B=3', D=T
ALIGN OVER INVERT OUT
tAk", SAA J SDR46
LATERAL CONNECTION
UNDISTURBED SOIL
CLEANOUT SHALL BE SET
FROM UNDISTURBED SO! GASKETED(PVC
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AND TOP OF SAN SEWER,
�_�Seevv? 11:73 1 j=j � j­.,-.,_-:j LATERAL) OR MJ
(IF 011 LATERAL).
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THE BEDDING MATERIAL SHALL BE GRANULAR, CLEAN, COARSE
UTILIZE
OTHERWISE LATERAL SHALL
LATERAL SHALL BE COMPRISED OF D.I. PIPE & FLUSHING SANITARY SEWER MAINS,
THREADED SLOTTED 117=1 i-
CAST IRON PLUG TRANSITION
+ 1�4 GASKETTO
1A
PEA GRAVEL, OR WELL GRADED CRUSHED ROCK
TRANSITION
6" LAYERS AND COMPACTED
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MECHANICAL JOINT FITTINGS.
TRAFFIC CAP FROM DI TO PVC
THE FULL WIDTH OF THE TRENCH.
(IF DI LATERAL),
15. LATERAL SHALL NOT BE BACK-FiLLED UNTIL INSPECTED BY THE FAYPWC
DETERMINED BY ASTM 0898
TO 12" ABOVE TOP OF PIPE
F: T;-' "REFER TO PWC
BEDDING MATERIAL SHALL BE INSTALLED AND PAID FOR IN
SLIDE DETAIL FOR LATERALS
MANHOLE.
DETAIL S.12
THREADED CAST4M I= H I t I I PVC $DR-26 GASKETED REGARDING
IV
24" MINIMUM SEPARATION
& ALL CONNECTIONS SHALL HAVE RUBBER GASKET SEALS PROJECT COORDINATOR.
1=1 I 1= COMBINATION (SEE BENDS IN
IRON HUB NOTE 18 ON SA 1) OR
N��UNDISTURBED
PUBLIC WORKS COMMISSION
LATERAL & WATER MAIN SHALL BETWEEN BOTTOM OF STORM AND
LATERAL.
SOIL MECH JOINT FITTINGS,
=4" 1 MIN, IF D.I. LATERAL. EXTEND SS TO R/W OR
DATE
CLASS B BEDDING,
STAINLESS ZIITTU"�" PROPERTY LINE (D,L OR
TOP OF SAN, SEWER, OTHERWISE
LATERAL SHALL BE DJ.
SELECT BEDDING MATERIAL
NO OVERAGE ALLOWED SEE
STEEL HOSE - -7 - -i- PVC, DEPENDING ON
FOR 8- P1PE,067yd3/fL OF PIPE
FOR 12" PIPE,09yd3lft OF PIPE
EXISTING
CLAMPS \;V'AC.IC J.T0 4" C.IJPLASTiC LATERAL MATERIAL)
16. WYE CONNECTIONS SHALL NOT BE USED TO TIE LATERALS INTO A
FOR 15" PIPE,Ilyd-lift. OF PIPE
FOR 18" PIPE . 13yd3!ft OF PIPE
FOR 24` PIPE .15yd3Ift. OF PIPE
MIN. 114" THICK EPDM COUPLING
N.T.S.
FAYETTEVILLE, N.C.
FOR SEWER SERVICE LATERAL
FOR 30" PIPE .19yd3ift. OF PIPE
6, SANITARY SEWER SERVICE C/O STACK SHALL BE MANHOLE.
C/O CAP ASSEMBLY NOTES SEE DETAIL S.11
SOIL, WHERE SOIL IS DEEMED
PIPE 0IA
SEWER SERVICE LATERAL
PUBLIC WORKS COMMISSION
NO.
DATE
----------
REVISION
FOR 4Z'PIPE,32yd3/fL OF PIPE
18" MINIMUM SEPARATION
(4-INCH AND 6-INCH)
FAYETTEVILLE, N.C.
LATERAL SHALL BE NO LOWER
IN THE SAME DITCH, 17, IF BENDS ARE APPROVED BY THE PROJECT COORDINATOR, STONE
ENGINEERING DEPARTMENT
TO ELEV. INDICATED ON PLANS
AND BACKFILLED WITH SELECT BEDDING
N.T.S.
1
JULY 08
ADDED NOTES FOR 6" LATERALS
5,
DWG. NO, S,10
OWG, BY: PWC
WATER RESOURCES
JAN. 13
REVISED NOTES
WALLS AND TRENCH BOTTOM OVERAGE OF BEDDING MATERIAL
2
CROSSING PRIOR TO CONSTRUCTION OF LATERAL TO INSURE
AT CONTRACTORS EXPENSE WITH
SHEET NO,
WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY
APPROVED BY THE PWC,
PROPER CLEARANCES ARE MAINTAINED.
APPROVED BY: JEG
JAN, 14
ADDED TAILPIECE, NOTES
ELECTRICAL CROSSINGS
1 OF 1 1 DATE: JAN. 01, 2014
ENGINEERING DEPARTMENT
3
FOR IN THE AMOUNT OF THE AUTHORIZED QUANTITY.
2014-S10 ressfat.dwg
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PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
Ipvc Main
1. In
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MJ fitting with transition gasket
lor saddle
DATE
SEWER SERVICE LATERAL NOTES
1,
Di Lateral
Di fitting
PVC Lateral
I ­ I
PVC fitting or saddle
REVISED NOTES 4 & 8 ADDED
NOTES 22.23
REVISED NOTES
I, HOLE IN SANITARY SEWER MAIN MUST BE CUT WITH 11, SEE INTERIOR DROP STRUCTURE OR SLIDE, MORTAR SLIDE &
DWG. NO. S.11
DWG.. Y: PWC
WATER RESOURCES
ENGINEERING DEPARTMENT
DATE: JAN. 01, 2014
APPROVED BY: JEG
3
SHELL CUTTER NO HAMMER TAPS ALLOWED, SHELF DETAIL FOR VERTICAL DROPS OF MAINS AND LATERALS,
1 REVISED NOTES AND ADDED TABLE
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UNDERGROUND
2014 -S11 RESSLAT notes.dwq
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1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
2, LATERAL SHALL CONFORM TO ASTM SPECS, D-3034 12. LATERALS LESS THAN T IN DEPTH OR GREATER THAN 20' DEPTH SHALL
XGA ELECTRIC
CLEANOUT SHALL BE SET
COMPACTED TO 95% MAX. DENSITY
ON THE JOB AT ALL TIMES AND SHALL EMPLOY A PROFESSIONAL
TO ACT UPON ALL PERTINENT MATTERS OF THE WORK,
< '1
la'MtNIMUM SEPARATION
BETWEEN BOTTOM OF WATER
AS DETERMINED BY ASTM
SDR-26 UNLESS OTHERWISE INDICATED AS D.I. UTILIZE DUCTILE IRON PIPE AND FITTINGS WITH CERAMIC EPDXY
ENGINEER
FOR THE ADDITIONAL 6" OF SHELF SLOPE. AND MAINS ARE BEING CONSTRUCTED
AND TOP OF SAN SEWER, D
2.
BEDDING MATERIAL QUANTITIES ARE CALCULATED BASED
(PROTECTO, 401), OR WHEN SEPARATION REQUIREMENTS CANNOT BE MET.
THE TOP OF THE INFLUENT PIPE SHALL
10
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ELECT
r ELECTRIC
ON THE FOLLOWING TRENCH WIDTHS. BEDDING MATERIAL SHALL
LATERAL & WATER MAIN SHALL
3, ALL PIPE & FITTINGS SHALL BE 4" OR 6' UNLESS
1 , 111!
BE INSTALLED REGARDLESS OF PIPE MATERIAL.
PRACTICE.
BE DL IF WATER MAIN IS EX.,
ONLY MAKE SS LATERAL DL
ELECTRICAL CROSSINGS
CROSSING IN ACCORD WITH
OTHERWISE SPECIFIED. 11 ENTIRE SEWER LATERAL ASSEMBLY SHALL BE AIR TESTED
$-_
MAIN OR LATERAL
REQUIREMENTS FOR UNDERGROUND
FOR 42" RCPIDI 8=6%
FOR 30" RCP1DI B=4'4'� D=4 4"
CONCURRENTLY WITH SEWER MAIN,
4" @2.00% MIN.
ELECTRICAL CROSSINGS
FOR 24'RCPIDI 8=4', 0=4'-0"
FOR 181 PVC0 B=3% D=3'
W @ 0.67% MIN.)MAIN
24" MINIMUM SEPARATION EXISTING
18" MINIMUM SEPARATION
4, ALL DJ, PIPE SHALL HAVE AN INTERIOR LINING OF
FOR ISPVCIDI B=3', D=T
ALIGN OVER INVERT OUT
8" @ LAG% MIN,
UNDISTURBED SOIL
CLEANOUT SHALL BE SET
FOR 12'PVC)DI B=2', O=3' -0"
FOR 9' PVCIDI 8=2', D=T4'
CERAMIC EPDXY (PROTECTO 401). THE ENTIRE D.I. 14. INDIVIDUAL LATERALS SHALL BE CLEANED AND FLUSHED PRIOR TO
AND TOP OF SAN SEWER,
is" @ 0.15% MIN.
C1 p 3.
THE BEDDING MATERIAL SHALL BE GRANULAR, CLEAN, COARSE
18-@0.12%MIN.
OTHERWISE LATERAL SHALL
LATERAL SHALL BE COMPRISED OF D.I. PIPE & FLUSHING SANITARY SEWER MAINS,
z
PEA GRAVEL, OR WELL GRADED CRUSHED ROCK
li
6" LAYERS AND COMPACTED
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MECHANICAL JOINT FITTINGS.
TO 90% MAXIMUM DENSITY AS
THE FULL WIDTH OF THE TRENCH.
4
15. LATERAL SHALL NOT BE BACK-FiLLED UNTIL INSPECTED BY THE FAYPWC
DETERMINED BY ASTM 0898
TO 12" ABOVE TOP OF PIPE
IA/2
4.
BEDDING MATERIAL SHALL BE INSTALLED AND PAID FOR IN
SLIDE DETAIL FOR LATERALS
MANHOLE.
v-
IV
24" MINIMUM SEPARATION
& ALL CONNECTIONS SHALL HAVE RUBBER GASKET SEALS PROJECT COORDINATOR.
ACCORDANCE WITH THE FOLLOWING CHART TO PRODUCE
PUBLIC WORKS COMMISSION
LATERAL & WATER MAIN SHALL BETWEEN BOTTOM OF STORM AND
NO,
DATE
CLASS B BEDDING,
INSTALLED.
TOP OF SAN, SEWER, OTHERWISE
LATERAL SHALL BE DJ.
SELECT BEDDING MATERIAL
NO OVERAGE ALLOWED SEE
FOR 8- P1PE,067yd3/fL OF PIPE
FOR 12" PIPE,09yd3lft OF PIPE
EXISTING
1. ALL VERTICAL AND HORIZONTAL SEPARATION SHALL BE IN
16. WYE CONNECTIONS SHALL NOT BE USED TO TIE LATERALS INTO A
FOR 15" PIPE,Ilyd-lift. OF PIPE
FOR 18" PIPE . 13yd3!ft OF PIPE
FOR 24` PIPE .15yd3Ift. OF PIPE
16, THE LATERAL INVERT SHALL BE AT
N.T.S.
FAYETTEVILLE, N.C.
FOR 30" PIPE .19yd3ift. OF PIPE
6, SANITARY SEWER SERVICE C/O STACK SHALL BE MANHOLE.
ELECTRIC
SOIL, WHERE SOIL IS DEEMED
PIPE 0IA
FOR 36" PIPE 25yd3tft. OF PIPE
DING. BY: PWC
WATER RESOURCES
LOCATED 1811 FROM WATER SERVICE LOCK VALVE WHEN
FOR 4Z'PIPE,32yd3/fL OF PIPE
18" MINIMUM SEPARATION
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AUTHORIZED AREA SHALL BE UNDERCUT
LATERAL SHALL BE NO LOWER
IN THE SAME DITCH, 17, IF BENDS ARE APPROVED BY THE PROJECT COORDINATOR, STONE
ENGINEERING DEPARTMENT
TO ELEV. INDICATED ON PLANS
AND BACKFILLED WITH SELECT BEDDING
11, INTERIOR DROP STRUCTURE REQUIRED
AND TOP OF SAN SEWER,
BEDDING IS REQUIRED TO BE INSTALLED FROM UNDISTURBED (SEE
MATERIAL. AREAS NOT AUTHORIZED
5,
BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED TRENCH
DATE: JAN. 01, 2014
APPROVED BY: J,E,G..
AS UNDERCUT SHALL BE BACKFILLED SEE NOTES I & 2,
7, INSTALLATION OTHER THAN AS SHOWN MUST BE DETAIL 5.12) SOIL TO BOTTOM OF BEND.
WALLS AND TRENCH BOTTOM OVERAGE OF BEDDING MATERIAL
CROSSING IN ACCORD WITH
CROSSING PRIOR TO CONSTRUCTION OF LATERAL TO INSURE
AT CONTRACTORS EXPENSE WITH
2014-S18 PENETRATION DETAIL.dwg
WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY
APPROVED BY THE PWC,
PROPER CLEARANCES ARE MAINTAINED.
SELECT BEDDING MATERIAL.
THE PROJECT REPRESENTATIVE AND SHALL ONLY BE PAID
ELECTRICAL CROSSINGS
18. PVC COMBINATION SHALL BE A MOLDED WYE AND SEND, GASKETED,
LATERALS OR 3, SIX INCH LATERALS
FOR IN THE AMOUNT OF THE AUTHORIZED QUANTITY.
4, ALL PIPE BEND LOCATIONS AND MAX, NUMBER OF BENDS
6.
8, CONNECTIONS TO THE TOP OF MAIN SHALL NOT BE SDR26, AS MANUFACTURED BY HARCO, GPK OR APPROVED EQUAL,
INSTALLED ON LATERALS SHALL BE APPROVED BY THE PROJECT
BE NCDOT STANDARD CONCRETE
THE PIPE HAUNCHES.
TERMINAL MANHOLE, NO MORE THAN
ALLOWED, UNLESS OTHERWISE APPROVED BY THE PWC
7,
CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN
18" MINIMUM SEPARATION
THE LATERAL FROM THE MAIN.
PROJECT COORDINATOR, 19, NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS
CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINTAINED
BETWEEN BOTTOM OF GAS
ADDITIONAL REQUIREMENTS.
IN ACCORDANCE WITH PWC STANDARD
MANHOLES. ALL LATERALS SHALL
AT THE MINIMUM PRACTICAL WIDTH,
SHALL ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE THAN 2
5, ALL REQUIREMENTS FOR SEWER LATERAL NOTES AND DETAILS
SEWER BEDDING
PUBLIC WORKS COMMISSION
NO.
DATE
9, SLOPE AND DEPTH OF THE SERVICE LATERAL SHALL BE LATERALS (REGARDLESS OF SIZE) SHALL ENTER ALL OTHER 4'
LESS THAN 1 FOOT SEPARATION
I
JAN 05
REVISED NOTES
PIPE SMALL BE NON-SHRINK GROUT.
DETERMINED BY THE TOPOGRAPHY OF THE LOT AS DIAMETER MANHOLES, ALL LATERALS SHALL HAVE AN INDIVIDUAL
FAYETTEVILLE, N.C.
6. REFER TO UNDERGROUND ELECTRICAL DETAILS FOR ADDITIONAL
,
DWG, NO. S.13
DWG, BY: PWC
APPROVED BY THE PWC ENGINEER OR AS INDICATED ON TROUGH. 5' DIAMETER MANHOLES SHALL BE USED IF THE ABOVE
WATER RESOURCES
4. MANHOLE SHALL BE CONSTRUCTED
LATERAL SHALL BE DL
FACILITIES.
A WMIRL&F,
THE DRAWINGS, CONDITIONS ARE NOT MET.
SEWER SERVICE LATERAL
SHEET NO.
I OF I
ENGINEERING DEPARTMENT
NO,
10. LATERAL SHALL CONFORM TO THE 2% MINIMUM SLOPE 20. ALL LATERALS (4" AND 6'1 SHALL UTILIZE A 4" RISER (STACK).
REVISION
SEPARATION BETWEEN PIPE INVERTS 15, WHEN EXTENDING IN FUTURE,
18. NO MORE THAN 5 LATERALS SHALL
UTILITY CONFLICT SEPARATION
DATE: JAN, 01, 2014
FOR THE 4' OR THE 1 % MINIMUM SLOPE FOR THE 6'.
IS GREATER THAN I'AND LESS THAN CONNECT TO EXISTING MH PER
ENTER A 60JAMETER MANHOLE.
-
1
JAN 05
-
REVISED NOTES I AND 6
MAXIMUM CLEAN OUT SPACING FOR 4" PIPE 76,6" PIPE 21. REFER TO DETAIL S.12 FOR SEPARATION REQUIREMENTS.
FAYETTEVILLE, N.C.
2014-S 13 SEWER BEDOIN G.dym
---JmmdklF-
jrwvwj
1001,
DWG. NO- S.12
DWG. BY: PWC
WATER RESOURCES
22. LOCATION OF CLEANOUT SHALL BE NO CLOSER THAN IV TO FRONT OF
NOV 06
ADDED NOTE ON DI LATERALS
PUBLIC WORKS COMMISSION
BUILDING.
SHEET NO.
REVISION
TERMINAL MANHOLE
DATE: JAN. 01, 2014
THE FOLLOWING TABLE SUMMARIZES THE MATERIALS TO BE UTILIZED FOR
3
MAR 10
1 ADDED LATERAL & WM SEPARATION
I OF I
ENGINEERING DEPARTMENT
SEWER MAIN TO LATERAL CONNECTIONS:
N.T.S.
I
I
I
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
Ipvc Main
1. In
i 10 Mmtfing . .. ....
MJ fitting with transition gasket
lor saddle
DATE
REVISION
1,
Di Lateral
Di fitting
PVC Lateral
I ­ I
PVC fitting or saddle
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TO FIND 'E", ENTER CHART AT LEFT WITH EFFLUENT PIPE SIZE NOTES:
SEWER SERVICE LATERAL
NOTES (4-INCH AND 6-INCH)
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
31plojib
NO.
DATE
REVISION
1,
ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND
D2 PIPE SLIDE, MORTAR SLIDE AND
I
2
JULY 08
OCT 11
REVISED NOTES 4 & 8 ADDED
NOTES 22.23
REVISED NOTES
SHEET NO,
I OF I
DWG. NO. S.11
DWG.. Y: PWC
WATER RESOURCES
ENGINEERING DEPARTMENT
DATE: JAN. 01, 2014
APPROVED BY: JEG
3
PAN. 13
1 REVISED NOTES AND ADDED TABLE
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UNDERGROUND
2014 -S11 RESSLAT notes.dwq
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1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
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;5 a F,
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TO FIND 'E", ENTER CHART AT LEFT WITH EFFLUENT PIPE SIZE NOTES:
u_
10' MIN. HORIZONTAL
NOTES:
SHAPE FLOW CHANNEL TO
IS POINT OF CONVERGENCE OF COLUMN AND ROW. 1. SEE PWC STANDARD MANHOLE AND
1,
ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND
D2 PIPE SLIDE, MORTAR SLIDE AND
>
W
314 HEIGHT OF OUTLET PIPE
4" 1 6' V. 12" 15, Iff' 24- SHELF DETAILS FOR ADDITIONAL
CONDITIONS OF THE CONSTRUCTION STANDARDS FOR
SEPARATION BETWEEN WATER
8 9.00 9.50 10.00 - INFORMATION.
SEE PAVT PATCH DETAIL FOR
EXCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATIONS
12 11.00 11.50 12.00 13.00
AND SEWER OD TO OD
LAST TOF FILL IN PAVED AREAS
FOR CONSTRUCTION-, CHAPTER XVII OF TITLE 29, CFR, PART
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UNDERGROUND
CONNECTION TO AN EXISTING OUTFACE
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1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
18 16.50 17.00 17,60 18.50 19.25 AND ARE THE MINIMUM DISTANCE
XGA ELECTRIC
CLEANOUT SHALL BE SET
COMPACTED TO 95% MAX. DENSITY
ON THE JOB AT ALL TIMES AND SHALL EMPLOY A PROFESSIONAL
TO ACT UPON ALL PERTINENT MATTERS OF THE WORK,
< '1
la'MtNIMUM SEPARATION
BETWEEN BOTTOM OF WATER
AS DETERMINED BY ASTM
D698
ENGINEER
FOR THE ADDITIONAL 6" OF SHELF SLOPE. AND MAINS ARE BEING CONSTRUCTED
AND TOP OF SAN SEWER, D
2.
BEDDING MATERIAL QUANTITIES ARE CALCULATED BASED
CA
THE TOP OF THE INFLUENT PIPE SHALL
10
�0
ELECT
r ELECTRIC
ON THE FOLLOWING TRENCH WIDTHS. BEDDING MATERIAL SHALL
LATERAL & WATER MAIN SHALL
CONDITIONS ARE PROHIBITIVE TO THIS
1 , 111!
BE INSTALLED REGARDLESS OF PIPE MATERIAL.
PRACTICE.
BE DL IF WATER MAIN IS EX.,
ONLY MAKE SS LATERAL DL
ELECTRICAL CROSSINGS
CROSSING IN ACCORD WITH
FOR 48" RCP/D1 6=6', D=6'
$-_
MAIN OR LATERAL
REQUIREMENTS FOR UNDERGROUND
FOR 42" RCPIDI 8=6%
FOR 30" RCP1DI B=4'4'� D=4 4"
MAIN
4" @2.00% MIN.
ELECTRICAL CROSSINGS
FOR 24'RCPIDI 8=4', 0=4'-0"
FOR 181 PVC0 B=3% D=3'
W @ 0.67% MIN.)MAIN
24" MINIMUM SEPARATION EXISTING
18" MINIMUM SEPARATION
6'@ 2,00% MIN./LATERAL
FOR ISPVCIDI B=3', D=T
ALIGN OVER INVERT OUT
8" @ LAG% MIN,
UNDISTURBED SOIL
CLEANOUT SHALL BE SET
FOR 12'PVC)DI B=2', O=3' -0"
FOR 9' PVCIDI 8=2', D=T4'
AND TOP OF SAN SEWER,
is" @ 0.15% MIN.
C1 p 3.
THE BEDDING MATERIAL SHALL BE GRANULAR, CLEAN, COARSE
18-@0.12%MIN.
OTHERWISE LATERAL SHALL
BACKFILL SHALL BE PLACED IN
z
PEA GRAVEL, OR WELL GRADED CRUSHED ROCK
li
6" LAYERS AND COMPACTED
ul
Lu
PLACED IN LAYERS NOT TO EXCEED 6' LOOSE LIFTS FOR
TO 90% MAXIMUM DENSITY AS
THE FULL WIDTH OF THE TRENCH.
4
AND TOP OF SAN SEWER,
DETERMINED BY ASTM 0898
TO 12" ABOVE TOP OF PIPE
IA/2
4.
BEDDING MATERIAL SHALL BE INSTALLED AND PAID FOR IN
SLIDE DETAIL FOR LATERALS
MANHOLE.
v-
IV
24" MINIMUM SEPARATION
ACCORDANCE WITH THE FOLLOWING CHART TO PRODUCE
PUBLIC WORKS COMMISSION
LATERAL & WATER MAIN SHALL BETWEEN BOTTOM OF STORM AND
NO,
DATE
CLASS B BEDDING,
WATER MAIN BE DL IF WATER MAIN 18 EX.,
X GAS ONLY MAKE SS LATERAL Df.
TOP OF SAN, SEWER, OTHERWISE
LATERAL SHALL BE DJ.
SELECT BEDDING MATERIAL
NO OVERAGE ALLOWED SEE
FOR 8- P1PE,067yd3/fL OF PIPE
FOR 12" PIPE,09yd3lft OF PIPE
EXISTING
1. ALL VERTICAL AND HORIZONTAL SEPARATION SHALL BE IN
NOTE 4 (MEN e)
MAX (DIA12)
SUBBASE SHALL BE UNDISTURBED
FOR 15" PIPE,Ilyd-lift. OF PIPE
FOR 18" PIPE . 13yd3!ft OF PIPE
FOR 24` PIPE .15yd3Ift. OF PIPE
16, THE LATERAL INVERT SHALL BE AT
N.T.S.
FAYETTEVILLE, N.C.
FOR 30" PIPE .19yd3ift. OF PIPE
ELECTRIC
SOIL, WHERE SOIL IS DEEMED
PIPE 0IA
FOR 36" PIPE 25yd3tft. OF PIPE
DING. BY: PWC
WATER RESOURCES
UNSUITABLE BY THE PWC PROJ. REP.
FOR 4Z'PIPE,32yd3/fL OF PIPE
18" MINIMUM SEPARATION
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AUTHORIZED AREA SHALL BE UNDERCUT
LATERAL SHALL BE NO LOWER
FOR 4W PIPE,16yd3ift. OF PIPE
ENGINEERING DEPARTMENT
TO ELEV. INDICATED ON PLANS
AND BACKFILLED WITH SELECT BEDDING
11, INTERIOR DROP STRUCTURE REQUIRED
AND TOP OF SAN SEWER,
MATERIAL. AREAS NOT AUTHORIZED
5,
BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED TRENCH
DATE: JAN. 01, 2014
APPROVED BY: J,E,G..
AS UNDERCUT SHALL BE BACKFILLED SEE NOTES I & 2,
SHALL BE IN ACCORDANCE W17K
WALLS AND TRENCH BOTTOM OVERAGE OF BEDDING MATERIAL
CROSSING IN ACCORD WITH
CROSSING PRIOR TO CONSTRUCTION OF LATERAL TO INSURE
AT CONTRACTORS EXPENSE WITH
2014-S18 PENETRATION DETAIL.dwg
WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY
REQUIREMENTS FOR UNDERGROUND
PROPER CLEARANCES ARE MAINTAINED.
SELECT BEDDING MATERIAL.
THE PROJECT REPRESENTATIVE AND SHALL ONLY BE PAID
ELECTRICAL CROSSINGS
COMPRESSIVE STRENGTH.
12. VERIFY SLIDE INSTALLATION
LATERALS OR 3, SIX INCH LATERALS
FOR IN THE AMOUNT OF THE AUTHORIZED QUANTITY.
4, ALL PIPE BEND LOCATIONS AND MAX, NUMBER OF BENDS
6.
BEDDING MATERIAL SHALL BE PROPERLY RODUED AROUND
INSTALLED ON LATERALS SHALL BE APPROVED BY THE PROJECT
BE NCDOT STANDARD CONCRETE
THE PIPE HAUNCHES.
TERMINAL MANHOLE, NO MORE THAN
COORDINATOR PRIOR TO INSTALLATION OF BEND OR EXTENDING
7,
CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN
18" MINIMUM SEPARATION
THE LATERAL FROM THE MAIN.
CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINTAINED
BETWEEN BOTTOM OF GAS
ADDITIONAL REQUIREMENTS.
IN ACCORDANCE WITH PWC STANDARD
MANHOLES. ALL LATERALS SHALL
AT THE MINIMUM PRACTICAL WIDTH,
AND TOP OF SAN SEWER
5, ALL REQUIREMENTS FOR SEWER LATERAL NOTES AND DETAILS
SEWER BEDDING
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
LESS THAN 1 FOOT SEPARATION
I
JAN 05
REVISED NOTES
PIPE SMALL BE NON-SHRINK GROUT.
BETWEEN INVERT OUT & INVERT OF 14, THE MINIMUM SLOPE ACROSS THE INVERT STRUCTURE. VDIAMETER MANHOLES
FAYETTEVILLE, N.C.
6. REFER TO UNDERGROUND ELECTRICAL DETAILS FOR ADDITIONAL
,
DWG, NO. S.13
DWG, BY: PWC
INFORMATION WHEN CROSSING UNDERGROUND ELECTRICAL
WATER RESOURCES
4. MANHOLE SHALL BE CONSTRUCTED
LATERAL SHALL BE DL
FACILITIES.
A WMIRL&F,
SEWER SERVICE LATERAL
SHEET NO.
I OF I
ENGINEERING DEPARTMENT
NO,
DATE
REVISION
SEPARATION BETWEEN PIPE INVERTS 15, WHEN EXTENDING IN FUTURE,
18. NO MORE THAN 5 LATERALS SHALL
UTILITY CONFLICT SEPARATION
DATE: JAN, 01, 2014
APPROVED BY: LE,G,
IS GREATER THAN I'AND LESS THAN CONNECT TO EXISTING MH PER
ENTER A 60JAMETER MANHOLE.
-
1
JAN 05
-
REVISED NOTES I AND 6
REQUIREMENTS
N.T.S.
FAYETTEVILLE, N.C.
2014-S 13 SEWER BEDOIN G.dym
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10' MIN. HORIZONTAL
AND ENTER PIPE AT TOP WITH INFLUENT PIPE SIZE, "E" DISTANCE
SHAPE FLOW CHANNEL TO
IS POINT OF CONVERGENCE OF COLUMN AND ROW. 1. SEE PWC STANDARD MANHOLE AND
SEPARATION BETWEEN WATER
WATER MAIN
D2 PIPE SLIDE, MORTAR SLIDE AND
>
W
314 HEIGHT OF OUTLET PIPE
4" 1 6' V. 12" 15, Iff' 24- SHELF DETAILS FOR ADDITIONAL
SEPARATION BETWEEN WATER
8 9.00 9.50 10.00 - INFORMATION.
cn
I=
SLOPE TOP OF CONCRETE
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12 11.00 11.50 12.00 13.00
AND SEWER OD TO OD
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UNDERGROUND
CONNECTION TO AN EXISTING OUTFACE
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18 16.50 17.00 17,60 18.50 19.25 AND ARE THE MINIMUM DISTANCE
XGA ELECTRIC
CLEANOUT SHALL BE SET
WATER MAIN
N
EXISTING STORM DRAIN
EXISTING
S
24 21,00 21,50 22.00 23.00 2175 24.50 26.00 ALLOWABLE.
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la'MtNIMUM SEPARATION
BETWEEN BOTTOM OF WATER
WHERE 6'MH IS REQUIRED ADD 112" TO "E" DISTANCE TO ACCOUNT 3, WHERE SANITARY SEWER OUTFALLS
XT AG
S
r-.EX GAS
SCOPE
FOR THE ADDITIONAL 6" OF SHELF SLOPE. AND MAINS ARE BEING CONSTRUCTED
AND TOP OF SAN SEWER, D
THE TOP OF THE EFFLUENT PIPE AND
CA
THE TOP OF THE INFLUENT PIPE SHALL
CROSSING IN ACCORD WITH
ELECT
r ELECTRIC
BE AT THE SAME ELEVATION UNLESS
LATERAL & WATER MAIN SHALL
CONDITIONS ARE PROHIBITIVE TO THIS
PRACTICE.
BE DL IF WATER MAIN IS EX.,
ONLY MAKE SS LATERAL DL
ELECTRICAL CROSSINGS
CROSSING IN ACCORD WITH
0
$-_
MAIN OR LATERAL
REQUIREMENTS FOR UNDERGROUND
MIN SLOPE
MAIN
4" @2.00% MIN.
ELECTRICAL CROSSINGS
SEAL AROUND PIPE RING AND COVER AND STEPS
W @ 0.67% MIN.)MAIN
24" MINIMUM SEPARATION EXISTING
18" MINIMUM SEPARATION
6'@ 2,00% MIN./LATERAL
ALIGN OVER INVERT OUT
8" @ LAG% MIN,
BETWEEN BOTTOM OF GAS SEWER
CLEANOUT SHALL BE SET
12" @ 0,22% MIN.
AND TOP OF SAN SEWER,
is" @ 0.15% MIN.
TO ELEV. INDICATED ON PLANS
18-@0.12%MIN.
OTHERWISE LATERAL SHALL
1:12
li
1811 MINIMUM SEPARATION
Vj
18" MINIMUM SEPARATION
BETWEEN BOTTOM OF WATER BETWEEN BOTTOM OF GAS
4
AND TOP OF SAN SEWER,
AND TOP OF SAN SEWER
SLIDE DETAIL FOR LATERALS
MANHOLE.
v-
IV
24" MINIMUM SEPARATION
PUBLIC WORKS COMMISSION
LATERAL & WATER MAIN SHALL BETWEEN BOTTOM OF STORM AND
NO,
DATE
REVISION
WATER MAIN BE DL IF WATER MAIN 18 EX.,
X GAS ONLY MAKE SS LATERAL Df.
TOP OF SAN, SEWER, OTHERWISE
LATERAL SHALL BE DJ.
MH CONNECTION DESIGN GUIDE
EXISTING
1. ALL VERTICAL AND HORIZONTAL SEPARATION SHALL BE IN
. ........ .. . .. .
16, THE LATERAL INVERT SHALL BE AT
N.T.S.
FAYETTEVILLE, N.C.
ELECTRIC
DWG. NO, SA81
DING. BY: PWC
WATER RESOURCES
2. THE SKETCHES SHOWN ARE FOR INFORMATIONAL PURPOSES
18" MINIMUM SEPARATION
3rpwvlU
ONLY,
LATERAL SHALL BE NO LOWER
SHEET NO,
I OF I
ENGINEERING DEPARTMENT
TO ELEV. INDICATED ON PLANS
11, INTERIOR DROP STRUCTURE REQUIRED
AND TOP OF SAN SEWER,
3. THE CONTRACTOR SHALL BE REQUIRED TO VERIFY ALL EXISTING
6. MANHOLE MEETS ALL REQ. OF WHERE VERTICAL SEPARATION BETWEEN
DATE: JAN. 01, 2014
APPROVED BY: J,E,G..
SHALL BE IN ACCORDANCE W17K
LATERAL & WATER MAIN SHALL
CROSSING IN ACCORD WITH
CROSSING PRIOR TO CONSTRUCTION OF LATERAL TO INSURE
2014-S18 PENETRATION DETAIL.dwg
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10' MIN. HORIZONTAL
SHAPE FLOW CHANNEL TO
SLOPE TOP OF CONCRETE
SEPARATION BETWEEN WATER
WATER MAIN
101 MIN. HORIZONTAL
>
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314 HEIGHT OF OUTLET PIPE
AND SEWER OD TO 00
SEPARATION BETWEEN WATER
SHAPE FLOW CHANNEL TO
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AND SEWER OD TO OD
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UNDERGROUND
m
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C.3
XGA ELECTRIC
CLEANOUT SHALL BE SET
WATER MAIN
N
EXISTING STORM DRAIN
EXISTING
S
c,
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la'MtNIMUM SEPARATION
BETWEEN BOTTOM OF WATER
TO ELEV. INDICATED ON PLANS
XT AG
S
r-.EX GAS
SCOPE
AND TOP OF SAN SEWER, D
/ EX UNDERGROUND
EX UN
CA
OTHERWISE, BOTH THE
CROSSING IN ACCORD WITH
ELECT
r ELECTRIC
ci
LATERAL & WATER MAIN SHALL
REQUIREMENTS FOR UNDERGROUND
BE DL IF WATER MAIN IS EX.,
ONLY MAKE SS LATERAL DL
ELECTRICAL CROSSINGS
CROSSING IN ACCORD WITH
0
$-_
SEWER
REQUIREMENTS FOR UNDERGROUND
(LOCATION VARIES)
MAIN
ELECTRICAL CROSSINGS
SEAL AROUND PIPE RING AND COVER AND STEPS
4" TROUGH
24" MINIMUM SEPARATION EXISTING
18" MINIMUM SEPARATION
ALIGN OVER INVERT OUT
BETWEEN BOTTOM OF STORM STORM DRAIN
BETWEEN BOTTOM OF GAS SEWER
CLEANOUT SHALL BE SET
RING AND COVER AND STEPS
AND TOP OF SAN SEWER,
AND TOP OF SAN SEWER MAIN
TO ELEV. INDICATED ON PLANS
ALIGN OVER INVERT OUT
OTHERWISE LATERAL SHALL
BE D,L
1811 MINIMUM SEPARATION
Vj
18" MINIMUM SEPARATION
BETWEEN BOTTOM OF WATER BETWEEN BOTTOM OF GAS
IU
AND TOP OF SAN SEWER,
AND TOP OF SAN SEWER
SLIDE DETAIL FOR LATERALS
MANHOLE.
.i
OTHERWISE, BOTH THE E
IV
24" MINIMUM SEPARATION
10' MIN. HORIZONTAL
LATERAL & WATER MAIN SHALL BETWEEN BOTTOM OF STORM AND
SEPARATION BETWEEN WATER
AND SEWER OD TO OD
WATER MAIN BE DL IF WATER MAIN 18 EX.,
X GAS ONLY MAKE SS LATERAL Df.
TOP OF SAN, SEWER, OTHERWISE
LATERAL SHALL BE DJ.
EXISTING
1. ALL VERTICAL AND HORIZONTAL SEPARATION SHALL BE IN
16, THE LATERAL INVERT SHALL BE AT
UNDERGROUND
ACCORDANCE WITH STATE REGULATIONS,
ELECTRIC
2. THE SKETCHES SHOWN ARE FOR INFORMATIONAL PURPOSES
18" MINIMUM SEPARATION
CLEANOUT SHALL BE SET
ONLY,
LATERAL SHALL BE NO LOWER
BETWEEN BOTTOM OF WATER
TO ELEV. INDICATED ON PLANS
11, INTERIOR DROP STRUCTURE REQUIRED
THAN THE CROWN OF THE
AND TOP OF SAN SEWER,
3. THE CONTRACTOR SHALL BE REQUIRED TO VERIFY ALL EXISTING
6. MANHOLE MEETS ALL REQ. OF WHERE VERTICAL SEPARATION BETWEEN
OTHERWISE, BOTH THE
UTILITIES BOTH HORIZONTALLY AND VERTICALLY AT EACH
SHALL BE IN ACCORDANCE W17K
LATERAL & WATER MAIN SHALL
CROSSING IN ACCORD WITH
CROSSING PRIOR TO CONSTRUCTION OF LATERAL TO INSURE
BE DL IF WATER MAIN IS EX,, so
REQUIREMENTS FOR UNDERGROUND
PROPER CLEARANCES ARE MAINTAINED.
17. NO MORE THAN 4, FOUR INCH
ONLY MAKE SS LATERAL DI.
ELECTRICAL CROSSINGS
COMPRESSIVE STRENGTH.
12. VERIFY SLIDE INSTALLATION
LATERALS OR 3, SIX INCH LATERALS
4, ALL PIPE BEND LOCATIONS AND MAX, NUMBER OF BENDS
7. MANHOLES GREATER THAN 12'IN DEPTH WITH PROJECT COORDINATOR
SEWER
INSTALLED ON LATERALS SHALL BE APPROVED BY THE PROJECT
BE NCDOT STANDARD CONCRETE
MAIN
TERMINAL MANHOLE, NO MORE THAN
COORDINATOR PRIOR TO INSTALLATION OF BEND OR EXTENDING
JUMBO $RICK, MEETING ASTM
C65 GRADE J•11 EXCEPT
18" MINIMUM SEPARATION
THE LATERAL FROM THE MAIN.
EXISTING
BETWEEN BOTTOM OF GAS
ADDITIONAL REQUIREMENTS.
IN ACCORDANCE WITH PWC STANDARD
MANHOLES. ALL LATERALS SHALL
STORM DRAIN
AND TOP OF SAN SEWER
5, ALL REQUIREMENTS FOR SEWER LATERAL NOTES AND DETAILS
9. MORTAR SLIDE SHALL BE USED FOR MANHOLE DETAIL.
HAVE AN INDIVIDUAL TROUGH UNLESS
SHALL BE APPLICABLE.
LESS THAN 1 FOOT SEPARATION
THEY HAVE A SLIDE OR DROP
24' MINIMUM SEPARATION
PIPE SMALL BE NON-SHRINK GROUT.
BETWEEN INVERT OUT & INVERT OF 14, THE MINIMUM SLOPE ACROSS THE INVERT STRUCTURE. VDIAMETER MANHOLES
BETWEEN BOTTOM OF SEWER
6. REFER TO UNDERGROUND ELECTRICAL DETAILS FOR ADDITIONAL
,
INCOMING PIPE. OF THE MANHOLE SHALL BE 1 %, UNLESS
AND TOP OF STORM, OTHERWISE
INFORMATION WHEN CROSSING UNDERGROUND ELECTRICAL
4. MANHOLE SHALL BE CONSTRUCTED
LATERAL SHALL BE DL
FACILITIES.
SEWER SERVICE LATERAL
PUBLIC WORKS COMMISSION
NO,
DATE
REVISION
SEPARATION BETWEEN PIPE INVERTS 15, WHEN EXTENDING IN FUTURE,
18. NO MORE THAN 5 LATERALS SHALL
UTILITY CONFLICT SEPARATION
IS GREATER THAN I'AND LESS THAN CONNECT TO EXISTING MH PER
ENTER A 60JAMETER MANHOLE.
-
1
JAN 05
-
REVISED NOTES I AND 6
REQUIREMENTS
N.T.S.
FAYETTEVILLE, N.C.
---JmmdklF-
jrwvwj
% USE OF TEEWYEiS ON LATERALS IS
DWG. NO- S.12
DWG. BY: PWC
WATER RESOURCES
-
2
NOV 06
ADDED NOTE ON DI LATERALS
PUBLIC WORKS COMMISSION
NO.
SHEET NO.
REVISION
TERMINAL MANHOLE
DATE: JAN. 01, 2014
APPROVED BY:
3
MAR 10
1 ADDED LATERAL & WM SEPARATION
I OF I
ENGINEERING DEPARTMENT
N.T.S.
2014-SI2 UTIL CONFLICT.dW9
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CD
CD
co
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a_
SHAPE FLOW CHANNEL TO
cn
I=
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TOWARD TROUGH
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34 HEIGHT OF OUTLET PIPE
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ci
LL
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4" LATERAL
0
$-_
!cc
(LOCATION VARIES)
SEAL AROUND PIPE RING AND COVER AND STEPS
4" TROUGH
ALIGN OVER INVERT OUT
RING AND COVER AND STEPS
&,OUT
ALIGN OVER INVERT OUT
IU
2,0130147.00.R
SLIDE DETAIL FOR LATERALS
MANHOLE.
ENTERING
ALSO SEE DETAIL SA
16, THE LATERAL INVERT SHALL BE AT
THE TOP OF SHELF. AT TERMINAL
MANHOLES,THE CROWN OF THE
LATERAL SHALL BE NO LOWER
NOTES
11, INTERIOR DROP STRUCTURE REQUIRED
THAN THE CROWN OF THE
1. MANHOLE AND CONNECTIONS
6. MANHOLE MEETS ALL REQ. OF WHERE VERTICAL SEPARATION BETWEEN
OUTGOING SEWER MAIN,UNLESS
SHALL BE IN ACCORDANCE W17K
ASTM 0478, INVERTS EXCEEDS 2,60`. SEE INTERIOR
OTHERWISE APPROVED BY PWC
PWC STANDARD MANHOLE,
6. CONCRETE IS MINIMUM 4000 PSI DROP STRUCTURE DETAIL,
17. NO MORE THAN 4, FOUR INCH
2, BRICK USED FOR INVERT AND
COMPRESSIVE STRENGTH.
12. VERIFY SLIDE INSTALLATION
LATERALS OR 3, SIX INCH LATERALS
SHELF CONSTRUCT" SHALL
7. MANHOLES GREATER THAN 12'IN DEPTH WITH PROJECT COORDINATOR
SHALL ENTER A 4` DIAMETER
BE NCDOT STANDARD CONCRETE
SHALL HAVE MIN, 6" EXTENDED BASE. PRIOR TO CONSTRUCTION.
TERMINAL MANHOLE, NO MORE THAN
JUMBO $RICK, MEETING ASTM
C65 GRADE J•11 EXCEPT
8. SEE STANDARD MANHOLE DETAIL FOR
13. MANHOLE AND CONNECTIONS SHALL BE
2 LATERALS (REGARDLESS OF SIZE)
SHALL ENTER ALL OTHER 4V DIAMETER
ABSORPTION LESS THAN 10
ADDITIONAL REQUIREMENTS.
IN ACCORDANCE WITH PWC STANDARD
MANHOLES. ALL LATERALS SHALL
LBSfCUFT.
9. MORTAR SLIDE SHALL BE USED FOR MANHOLE DETAIL.
HAVE AN INDIVIDUAL TROUGH UNLESS
3, MATERIAL USED TO SEAL AROUND
LESS THAN 1 FOOT SEPARATION
THEY HAVE A SLIDE OR DROP
PIPE SMALL BE NON-SHRINK GROUT.
BETWEEN INVERT OUT & INVERT OF 14, THE MINIMUM SLOPE ACROSS THE INVERT STRUCTURE. VDIAMETER MANHOLES
,
INCOMING PIPE. OF THE MANHOLE SHALL BE 1 %, UNLESS
SHALL BE USED IF THE ABOVE
4. MANHOLE SHALL BE CONSTRUCTED
OTHERWISE APPROVED BY PWC.
CONDITIONS ARE NOT MET.
OF PRECAST CONCRETE. FIBERGLASS
1 O, PIPE SLIDE REQ`D WHERE VERTICAL
MANHOLE 13 NOT ACCEPTABLE,
SEPARATION BETWEEN PIPE INVERTS 15, WHEN EXTENDING IN FUTURE,
18. NO MORE THAN 5 LATERALS SHALL
IS GREATER THAN I'AND LESS THAN CONNECT TO EXISTING MH PER
ENTER A 60JAMETER MANHOLE.
OR EQUAL TO 2.5% PWC STANDARDS
% USE OF TEEWYEiS ON LATERALS IS
NOT ALLOWED.
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
TERMINAL MANHOLE
FAYETTEVILLE, N.C.
N.T.S.
DWG. NO. S,20
DWG,
BY:
PWC
WATER RESOURCES
SHEET NO.
I OF I
ENGINEERING DEPARTMENT
DATE: JAN. 01, 2014
APPROVED
BY: LE,G.
2014-620 TERMINAL MANHOLEAwg
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1. CONTRACTOR SHALL SAW CUT OR MILL ALL PAVEMENTS STRAIGHT
-
- -
AND TRUE PRIOR TO TRENCHING, CONTRACTOR SHALL SAW CUT PATCH
NOTES:
- - - - -
AREAS AGAIN IMMEDIATELY PRIOR TO PATCH PAVING, THE FINAL SAW
1.
CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
CUT FOR PATCHES SHALL BE STRAIGHT WITH A NEAT SQUARE EDGE AND
ir- ,3
3:
OF UNIFORM WIDTH PARALLEL WITH THE EDGE OF PAVEMENTiCURB LINE.
PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
THE FINAL PRODUCT SHALL BE SUBJECT TO THE OWNERS APPROVAL..
W
CONCRETE DRIVE SHALL BE REMOVED AS
2. CONTRACTOR SHALL SWEEP STREETS AND PROVIDE DUST CONTROL
1 WHERE PATCH OF ASPHALT CURBING OCCURS CONTRACTOR SHALL
>
AT ALL TIMES VIA WATER TRUCK, BROOMS, COMPACTORS, ETC. DEBRIS
DIRECTED BY PING PROJECT COORDINATOR,
MATCH EXISTING CURB GRADES WITHIN 0.02 FEET. PATCHES THAT
FROM SWEEPING OPERATIONS SHALL NOT BE DIRECTED TOWARD
EXIST. PIPE
YARDS. CLEAN UP OF DEBRIS, TRASH, EXCESS MATERIALS ETC, SHALL
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
BE PERFORMED DAILY.
U-j
4" OF 1-19.0 ASPHALT
3, ANY TRENCHES OPENED FOR PAVING SHALL BE PAVED BY THE END OF
SHALL BE REMOVED AND REPLACED. CURB PATCH SHALL BE THE
- -
THE SAME DAY. IF WEATHER CONDITIONS CHANGE, EQUIPMENT BREAKS
CONCRETE INTERMEDIATE
SAME SHAPE[TEMPLATE AS THE EXISTING CURB.
DOWN, OR ANY OTHER OCCURRENCE THAT STOPS THE PAVING
C)
OPERATIONS OCCURS, SACKFILL ALL PREPARED AREAS SO THEY ARE
2" MIN 59.5 ASPHALT
AND OTHER SOURCES OF DAMAGE.
PASSABLE BY TRAFFIC,
t4i
TACKCOAT ALONG 3.
4, THE CONTRACTOR SHALL PATCH PAVE SERVICE LATERALS ON THE
3. CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC CONTROL
SAME DAY THAT MAIN LINE TRENCHES ARE PAVED, LATERALS SHALL BE
VERTICAL FACE
COURSE. (SEE NOTES)
ASPHALT
PATCHED ON BOTH SIDES OF THE STREET AS PAVING PROGRESSES.
SIDE
ELEVATION
5. THE CONTRACTOR SHALL BE REQUIRED TO IMPLEMENT PROPER
TO REMAIN.
WORK CANNOT PROCEED UNTIL THE MEASURES ARE IN PLACE.
TRAFFIC CONTROL PROVISIONS AND ANY DEVICES REQUIRED TO
ASPHALT
TO REMAIN.
IDENTIFY OBSTRUCTIONS OR HAZARDS WITHIN THE RIGHT-OF-WAY TO
CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT NEW
INCLUDE REFLECTIVE CONES AT EACH SERVICE LATERAL, REFLECTIVE
112" EXPANSION
CONTRACTOR SHALL SAWCUT EXISTING PAVEMENT STRAIGHT AND
BARRELS ON RAISED MANHOLES, ETC,
ASPHALT ADJACENT TO THE
B. AT NO TIME SHALL THE CONTRACTOR LEAVE UNATTENDED AND/OR
TRUE IMMEDIATELY PRIOR TO PAVING. THE FINAL PRODUCT $HALL
ASPHALT HAS SUFFICIENTLY COOLED TO PREVENT DAMAGE.
IMPROPERLY SECURE MAIN OR LATERAL TRENCHES WITH A VERTICAL
TRENCH PRIOR TO PATCHING
CKC (0.25 Gallsy,)
ELEVATION DROP EXCEEDING I" FROM EXISTING ASPHALT TO TRENCH
APPROVAL,
DIMENSION "F" SHALL BE 12' + WIDTH OF DAMAGE.
SUB GRADE UNATTENDED OR OVERNIGHT.
,EDGES
LPAVEMENT
BE SUBJECT TO THE OWNERS APPROVAL.
PAVEMENT REPAIR NOTES
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
ASPHALT
NO.
DATE
REVISION
LAST X OF FILL BELOW SUBGRADE OF STONE SHALL
1
0712010
REVISED, DELETED NOTES
0,4465
LOOSE LIFTS, SEE APPLICABLE TRENCH DETAIL FOR
SHEET NO.
DWG, NO. M.1
DWG. BY: PWC
WATER RESOURCES
6" Mlk-
ASPHALT DRIVEWAY/ PARKING LOT PATCH
PUBLIC WORKS COMMISSION
DATE: JAN. 01, 2014
APPROVED BY: J.E.G.
DATE
REVISION
PAVEMENT IS 2" OR LESS. MATCH EXISTING PAVEMENT THICKNESS
1
1 OF I
ENGINEERING DEPARTMENT
12'
NT,S
2014-Ml PAVEMENT-REPAIR - NOTES,dwg
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>
NOTES:
-
- -
1, CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
NOTES:
- - - - -
PROFILE AND SHAPE AS EXISTED PRIOR TO REMOVING PAVEMENT,
1.
CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
PRIOR TO PATCH PAVING, ASPHALT DRIVE
SHALL BE REMOVED AS DIRECTED BY PWC 2, CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC CONTROL
ir- ,3
3:
PROJECT COORDINATOR. AND DEVICES AS REQUIRED BY THE M.U,T.C.D. OR N,C. SUPPLEMENT.
PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
WORK CANNOT PROCEED UNTIL THE MEASURES ARE IN PLACE.
W
CONCRETE DRIVE SHALL BE REMOVED AS
CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT NEW PAVEMENT
1 WHERE PATCH OF ASPHALT CURBING OCCURS CONTRACTOR SHALL
>
FROM TRAFFIC AND OTHER SOURCES OF DAMAGE UNTIL ASPHALT HAS
DIRECTED BY PING PROJECT COORDINATOR,
MATCH EXISTING CURB GRADES WITHIN 0.02 FEET. PATCHES THAT
SUFFICIENTLY COOLED TO PREVENT DAMAGE.
EXIST. PIPE
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
3, CONTRACTOR $HALL SAWCUT EXISTING PAVEMENT STRAIGHT AND
U-j
4" OF 1-19.0 ASPHALT
319, TRUE IMMEDIATELY PRIOR TO PAVING, THE FINAL PRODUCT SHALL BE
SHALL BE REMOVED AND REPLACED. CURB PATCH SHALL BE THE
- -
SUBJECT TO THE OWNERS APPROVAL.
CONCRETE INTERMEDIATE
SAME SHAPE[TEMPLATE AS THE EXISTING CURB.
c
C)
4, UNDER NO CIRCUMSTANCES SHALL THE DISTURBED AREA EXTEND
2" MIN 59.5 ASPHALT
AND OTHER SOURCES OF DAMAGE.
O BEYOND THE RIGHT OF WAY AND/OR THE EASEMENT LIMITS.
t4i
TACKCOAT ALONG 3.
EXISTING
3. CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC CONTROL
DRIVE
VERTICAL FACE
COURSE. (SEE NOTES)
ASPHALT
AND DEVICES AS REQUIRED BY THE M,UT.C,O. OR N,C. SUPPLEMENT,
SIDE
ELEVATION
EXISTING
TO REMAIN.
WORK CANNOT PROCEED UNTIL THE MEASURES ARE IN PLACE.
REPLACE REMOVED PAVEMENT WITH 2'
11M,
ASPHALT
TO REMAIN.
5 OIL 09.5 ASPHALT PAVEMENT
CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT NEW
REMOVE ALL BROKEN CRACKED
112" EXPANSION
CONTRACTOR SHALL SAWCUT EXISTING PAVEMENT STRAIGHT AND
8'STABiLIZED AGGREGATE BASE
ASPHALT ADJACENT TO THE
COURSE COMPACTED TO i00% MAX. DRY
TRUE IMMEDIATELY PRIOR TO PAVING. THE FINAL PRODUCT $HALL
ASPHALT HAS SUFFICIENTLY COOLED TO PREVENT DAMAGE.
DENSITY AS DETERMINED BY AASHTO
TRENCH PRIOR TO PATCHING
CKC (0.25 Gallsy,)
T-99 AS MODIFIED BY N.C.DO.M OR 4'1-1 9.0
APPROVAL,
DIMENSION "F" SHALL BE 12' + WIDTH OF DAMAGE.
BITUMINOUS CONCRETE BASE COURSE,
,EDGES
LPAVEMENT
BE SUBJECT TO THE OWNERS APPROVAL.
TACKCOAT (0.25 Gal/sy,)
ASPHALT
ALL PAVEMENT EDGES
SAWCUTS SHALL NOT BE ACCEPTABLE. SAWCUTS SHALL BE
2
LAST X OF FILL BELOW SUBGRADE OF STONE SHALL
TO REMAIN.
STRAIGHT UNIFORM WIDTHS PERPENDICULAR TO THE
BE COMPACTED TO 98% MAX, DRY DENSITY IN MAX, e'
0,4465
LOOSE LIFTS, SEE APPLICABLE TRENCH DETAIL FOR
llk�af'- t- UNDISTURSED
ACCORDANCE WITH THE APPROVED N,G.D.O.T, ENCROACHMENT.
COMPACTION OF REMAINING TRENCH,
COLLARS NOT TO BE USED IF DAMAGE IS 16' OR CLOSER TO
6" Mlk-
ASPHALT DRIVEWAY/ PARKING LOT PATCH
PUBLIC WORKS COMMISSION
0M26
NO.
DATE
REVISION
PAVEMENT IS 2" OR LESS. MATCH EXISTING PAVEMENT THICKNESS
1
0812010
REVISED, DELETED NOTES
12'
NT,S
FAYETTEVILLE, N.C.
SHALL PLACE INCIDENTAL STONE 4"
THE CITY OF FAYETTEVILLE'S
LAST X OF FILL BELOW
DING, NO, MA
DWG. BY7 PWC
WATER RESOURCES
7, CONTRACTOR SHALL CONTACT
CONSTRUCTION MANAGEMENT DEPARTMENT AT (910)
SUBGRADE OF STONE SHALL
12"+
03640
3rwlw
433-1656 A MINIMUM OF 24 HOURS IN ADVANCE FOR AN
BE COMPACTED TO 96% MAX.
DRY DENSITY IN MAX. W LOOSE
SHEET NO,
I OF 1
ENGINEERING DEPARTMENT
ALL WORK TO BE INSPECTED BY SENIOR ENGINEER OR
INSPECTION OF THE CONCRETE FORMS,
-
BE SURFACE (S9.5).
0.8856
AGGREGATE BASE COURSE COMPACTED TO
COMPACTED TO 100% MAX, DRY
9, ALL PATCHES SHALL HAVE A MINIMUM OF 8!'ABC UNDER ALL
DATE: JAN, 01, 2014
APPROVED BY; J.F,G,
100% MAX. DRY DENSITY AS DETERMINED
SEE APPLICABLE TRENCH
PAVEMENT, INCLUDING CURB AS REQUIRED.
t0126
FNGINERING & NFROASIMMM'TWURE
CIVIL MINERNG DMSJON
BY AASHTO T-99 AS MODIFIED BY NCOOT OR
2014-M4 ASPH-DRIVE-PATCI-Ldwg
Z
>
E
-
- -
NOTES:
NOTES:
- - - - -
< 3' REPAIR
- --------------
1.
CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
1. CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
ir- ,3
3:
Z z
PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
<
W
CONCRETE DRIVE SHALL BE REMOVED AS
WHERE PATCH OF ASPHALT CURBING OCCURS CONTRACTOR SHALL
1 WHERE PATCH OF ASPHALT CURBING OCCURS CONTRACTOR SHALL
>
■
DIRECTED BY PING PROJECT COORDINATOR,
MATCH EXISTING CURB GRADES WITHIN 0.02 FEET. PATCHES THAT
MATCH EXISTING CURB GRADES WITHIN 0.02 FEET, PATCHES THAT
EXIST. PIPE
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
en
U-j
4" OF 1-19.0 ASPHALT
SHALL BE REMOVED AND REPLACED, CURB PATCH SHALL HE THE
SHALL BE REMOVED AND REPLACED. CURB PATCH SHALL BE THE
- -
- - - - - - - - -
CONCRETE INTERMEDIATE
SAME SHAPE[TEMPLATE AS THE EXISTING CURB.
SAME SHAPEI TEMPLATE AS THE EXISTING CURB.
C)
COURSE
2" MIN 59.5 ASPHALT
AND OTHER SOURCES OF DAMAGE.
911
t4i
TACKCOAT ALONG 3.
CONCRETE SURFACE
EXISTING
3. CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC CONTROL
ELEVATION
VERTICAL FACE
COURSE. (SEE NOTES)
ASPHALT
AND DEVICES AS REQUIRED BY THE M,UT.C,O. OR N,C. SUPPLEMENT,
SIDE
ELEVATION
EXISTING
TO REMAIN.
WORK CANNOT PROCEED UNTIL THE MEASURES ARE IN PLACE.
GENERAL NOTES:
ASPHALT
TO REMAIN.
CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT NEW
REMOVE ALL BROKEN CRACKED
112" EXPANSION
CONTRACTOR SHALL SAWCUT EXISTING PAVEMENT STRAIGHT AND
PAVEMENT FROM TRAFFIC AND OTHER SOURCES OF DAMAGE UNTIL
ASPHALT ADJACENT TO THE
eCti JOINT
TRUE IMMEDIATELY PRIOR TO PAVING. THE FINAL PRODUCT $HALL
ASPHALT HAS SUFFICIENTLY COOLED TO PREVENT DAMAGE.
TRENCH PRIOR TO PATCHING
CKC (0.25 Gallsy,)
4. CONTRACTOR SHALL SAWCUT EXISTING PAVEMENT STRAIGHT AND
TRUE IMMEDIATELY PRIOR TO PAVING. THE FINAL PRODUCT SHALL
APPROVAL,
DIMENSION "F" SHALL BE 12' + WIDTH OF DAMAGE.
EXISTING
,EDGES
LPAVEMENT
BE SUBJECT TO THE OWNERS APPROVAL.
6. SAWCUT CONCRETE DRIVE STRAIGHT AND TRUE. JAGGED
ASPHALT
DRIVE
SAWCUTS SHALL NOT BE ACCEPTABLE. SAWCUTS SHALL BE
2
EXISTING PIPE REMOVED SHALL BE REPLACED WITH NEW RCP.
TO REMAIN.
STRAIGHT UNIFORM WIDTHS PERPENDICULAR TO THE
5. PATCH PAVING ON N.C.DO.T, MAINTAINED ROADS SHALL BE IN
0,4465
llk�af'- t- UNDISTURSED
ACCORDANCE WITH THE APPROVED N,G.D.O.T, ENCROACHMENT.
3�
COLLARS NOT TO BE USED IF DAMAGE IS 16' OR CLOSER TO
6" Mlk-
SOIL
6. PROVIDE A MINIMUM OF 2' PAVEMENT ($9.5), IF THE EXISTING
0M26
300 PSI REINF. CONCRETE SAME FINISH
SHALL BE 6", MINIMUM COMMERCIAL CONCRETE DRIVEWAY
"p
p
PAVEMENT IS 2" OR LESS. MATCH EXISTING PAVEMENT THICKNESS
UNDISTURBED
AS EXISTING DRIVEWAY, CONTRACTOR
THICKNESS SHALL BE 7*,
12'
IF OVER Z'.
0.6560
SHALL PLACE INCIDENTAL STONE 4"
THE CITY OF FAYETTEVILLE'S
LAST X OF FILL BELOW
7. FOR PATCHES UP TO 4" THICK, PLACE $9.5 IN 2 LIFTS.
THICKNESS IN DISTURBED AREA AND
MAINTAIN UNTIL DRIVEWAY IS PATCHED,
7, CONTRACTOR SHALL CONTACT
CONSTRUCTION MANAGEMENT DEPARTMENT AT (910)
SUBGRADE OF STONE SHALL
12"+
03640
433-1656 A MINIMUM OF 24 HOURS IN ADVANCE FOR AN
BE COMPACTED TO 96% MAX.
DRY DENSITY IN MAX. W LOOSE
8, FOR PATCHES OVER 4" THICK, PLACE BINDER (t -19.0) TO 2- BELOW
SURFACE. INSTALL BINDER IN 2" (MAX) LIFTS, THE FINAL 2- SHALL
4)
ALL WORK TO BE INSPECTED BY SENIOR ENGINEER OR
INSPECTION OF THE CONCRETE FORMS,
LIFTS.
BE SURFACE (S9.5).
0.8856
AGGREGATE BASE COURSE COMPACTED TO
COMPACTED TO 100% MAX, DRY
9, ALL PATCHES SHALL HAVE A MINIMUM OF 8!'ABC UNDER ALL
5)
DESIGNATE PRIOR TO CONCRETE PLACEMENT.
CONSTRUCT COLLAR WITH FORMED 3000 PSI CONCRETE WITH
100% MAX. DRY DENSITY AS DETERMINED
SEE APPLICABLE TRENCH
PAVEMENT, INCLUDING CURB AS REQUIRED.
t0126
FNGINERING & NFROASIMMM'TWURE
CIVIL MINERNG DMSJON
BY AASHTO T-99 AS MODIFIED BY NCOOT OR
LOOSE LIFTS,
AIR ENTRAINMENT.
WITH PERMISSION OF OWNER, 4" 1-19,0
DETAIL FOR COMPACTION
18"+
2.5793
433 HAY ST. 28301
ASPHALT CONCRETE INTERMEDIATE
OF REMAINING TRENCH
MIN. APRON LENGTH IS 4' LAST YOF FILL BELOW
DAMAGED PIPE WITH MORE THAN 3- OF DAMAGE SHALL BE
COURSE.
DENSITY IN MAX. 8" LOOSE LIFTS.
18"+
THICKNESS AS REQUIRED SUBGRADE SHALL BE
[phone]
PERMANENT PAVEMENT PATCH
PUBLIC WORKS COMMISSION
NO]
DATE
REVISION
FOR COMPACTION OF REMAINING
18"+
DRY DENSITY IN MAX. 8'
CONCRETE PIPE COLLAR
11, ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY
TRENCH,
FAYETTEVILLE, N.C.
LOOSE LIFTS, SEE
METAL FLASHING SHALL BE USED TO SEAL JOINT PRIOR TO
OF FAYETTEVILLE REQUIREMENTS.
N3,S,
180+
APPLICABLE TRENCH DETAIL
_
1
11112107
CHANGED ASPHALT MIX
FAYETTEVILLE, N.C.
CONCRETE PLACEMENT. GAP AT JOINT MAY NOT EXCEED 3".
DWG. NO. M2
DWG, BY:
PING
WATER RESOURCES
2
()812,310
#
REVISED, DELETED NOTES
1 01/2007
3FFWVW
NO,
SHEET NO,
i OF I
I ENGINEERING DEPARTMENT
WATER RESOURCES
2 0812010
DATE: JAN. 01 . 2014
APPROVED BY: J.E.G.
CONCRETE DRIVEWAY PATCH
FAYETTEVILLE, N.C.
SHEET NO.
1 OF I
ENGINEERING DEPARTMENT
2014-M2 PEP,,,,PATCFi REV.dwq
Z
>
E
-
- -
NOTES:
NOTES:
- - - - -
< 3' REPAIR
- --------------
1.
CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
1. CONTRACTOR SHALL REPLACE PAVEMENT TO THE SAME
ir- ,3
3:
Z z
PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
GROSS SECTION AS EXISTED PRIOR TO REMOVAL.
<
W
CONCRETE DRIVE SHALL BE REMOVED AS
WHERE PATCH OF ASPHALT CURBING OCCURS CONTRACTOR SHALL
Z CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC
>
■
DIRECTED BY PING PROJECT COORDINATOR,
MATCH EXISTING CURB GRADES WITHIN 0.02 FEET. PATCHES THAT
CONTROL AND DEVICES AS REQUIRED BY THE M.U,T,C.0, OR
EXIST. PIPE
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
N.C. SUPPLEMENT. WORK CAN NOT PROCEED UNTIL THE
en
U-j
4" OF 1-19.0 ASPHALT
SHALL BE REMOVED AND REPLACED, CURB PATCH SHALL HE THE
MEASURES ARE IN PLACE, CONTRACTOR SHALL BE
- -
- - - - - - - - -
CONCRETE INTERMEDIATE
SAME SHAPE[TEMPLATE AS THE EXISTING CURB.
RESPONSIBLE TO PROTECT NEW PAVEMENT FROM TRAFFIC
C)
COURSE
AND OTHER SOURCES OF DAMAGE.
911
t4i
TACKCOAT ALONG 3.
1 i2l' EXPANSION
ELEVATION
VERTICAL FACE
JOINT
1 UNDER NO CIRCUMSTANCES SHALL THE DISTURBED AREA
SIDE
ELEVATION
I
ALL PAVEMENT
WORK CANNOT PROCEED UNTIL THE MEASURES ARE IN PLACE.
EXTEND BEYOND THE RIGHT OF WAY AND/OR THE
GENERAL NOTES:
EDGES (0.25 Gal/sy.)
EASEMENT LIMITS. UNLESS OTHERWISE APPROVED BY THE
REMOVE ALL BROKEN CRACKED
112" EXPANSION
CONTRACTOR SHALL SAWCUT EXISTING PAVEMENT STRAIGHT AND
PWC PROJECT COORDINATOR,
ASPHALT ADJACENT TO THE
eCti JOINT
TRUE IMMEDIATELY PRIOR TO PAVING. THE FINAL PRODUCT $HALL
4, THE FINAL PRODUCT SHALL BE SUBJECT TO THE OWNERS
TRENCH PRIOR TO PATCHING
/-ASPHALT
TO 0 REMAIN,
BE SUBJECT TO THE OWNERS APPROVAL.
APPROVAL,
DIMENSION "F" SHALL BE 12' + WIDTH OF DAMAGE.
EXISTING
EXISTING
12"+
6. SAWCUT CONCRETE DRIVE STRAIGHT AND TRUE. JAGGED
ASPHALT
DRIVE
SAWCUTS SHALL NOT BE ACCEPTABLE. SAWCUTS SHALL BE
2
EXISTING PIPE REMOVED SHALL BE REPLACED WITH NEW RCP.
TO REMAIN.
STRAIGHT UNIFORM WIDTHS PERPENDICULAR TO THE
PATCH PAVING ON N.C,D,O.T. MAINTAINED ROADS SHALL BE IN
0,4465
DRIVEWAY.
ACCORDANCE WITH THE APPROVED N.C,D.O.T. ENCROACHMENT,
3�
COLLARS NOT TO BE USED IF DAMAGE IS 16' OR CLOSER TO
24"
6, MINIMUM RESIDENTIAL CONCRETE DRIVEWAY THICKNESS
12"+
0M26
300 PSI REINF. CONCRETE SAME FINISH
SHALL BE 6", MINIMUM COMMERCIAL CONCRETE DRIVEWAY
"p
p
UNDISTURBED
AS EXISTING DRIVEWAY, CONTRACTOR
THICKNESS SHALL BE 7*,
12'
12"+
0.6560
SHALL PLACE INCIDENTAL STONE 4"
THE CITY OF FAYETTEVILLE'S
U ig-I BED
j. I -c
THICKNESS IN DISTURBED AREA AND
MAINTAIN UNTIL DRIVEWAY IS PATCHED,
7, CONTRACTOR SHALL CONTACT
CONSTRUCTION MANAGEMENT DEPARTMENT AT (910)
mI
12"+
03640
433-1656 A MINIMUM OF 24 HOURS IN ADVANCE FOR AN
4)
ALL WORK TO BE INSPECTED BY SENIOR ENGINEER OR
INSPECTION OF THE CONCRETE FORMS,
SOIL TYPE SUBBASE MATERIAL
12"+
0.8856
8. PROVIDE EXPANSION JOINTS) AS REQUIRED BY THE CITY OF
COMPACTED TO 100% MAX, DRY
5)
DESIGNATE PRIOR TO CONCRETE PLACEMENT.
CONSTRUCT COLLAR WITH FORMED 3000 PSI CONCRETE WITH
FAYETTEVILLE FOR FUTURE SIDEWALK PLACEMENT,
DENSITY ASTM D698 IN 8" MAX,
12"+
t0126
FNGINERING & NFROASIMMM'TWURE
CIVIL MINERNG DMSJON
9, CURING COMPOUND SHALL BE UTILIZED, AS SPECIFIED BY
LOOSE LIFTS,
AIR ENTRAINMENT.
THE CITY OF FAYETTEVILLE,
LAST XOF FILL BELOW SUBBASE
18"+
2.5793
433 HAY ST. 28301
10, NEW EXPANSION JOINTS SHALL BE PLACED 4 TO 10 FEET
COMPACTED TO 98% MAX, DRY
MIN. APRON LENGTH IS 4' LAST YOF FILL BELOW
DAMAGED PIPE WITH MORE THAN 3- OF DAMAGE SHALL BE
FROM EXISTING EXPANSION JOINTS, AS SPECIFIED BY THE
DENSITY IN MAX. 8" LOOSE LIFTS.
18"+
THICKNESS AS REQUIRED SUBGRADE SHALL BE
[phone]
PWC PROJECT COORDINATOR.
SEE APPLICABLE TRENCH DETAIL
(SEE NOTE 6) COMPACTED TO 98% MAX,
REPLACED WITH NEW PIPE.
66"
FOR COMPACTION OF REMAINING
18"+
DRY DENSITY IN MAX. 8'
CONCRETE PIPE COLLAR
11, ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY
TRENCH,
LOOSE LIFTS, SEE
METAL FLASHING SHALL BE USED TO SEAL JOINT PRIOR TO
OF FAYETTEVILLE REQUIREMENTS.
PUBLIC WORKS COMMISSION
180+
APPLICABLE TRENCH DETAIL
REVISION
FOR COMPACTION OF
FAYETTEVILLE, N.C.
CONCRETE PLACEMENT. GAP AT JOINT MAY NOT EXCEED 3".
REMAINING TRENCH.
N-T.S,
1 01/2007
PUBLIC WORKS COMMISSION
NO,
DATE
REVISION
WATER RESOURCES
2 0812010
REVISED, DELETED NOTES
CONCRETE DRIVEWAY PATCH
FAYETTEVILLE, N.C.
SHEET NO.
1 OF I
ENGINEERING DEPARTMENT
DATE 3 j1 �2008 DRAWN BY C.W.
N.T.S.
DATE: JAN. 01, 2014
--mmumv-
ICAI? FILE : ConcretePipeCallar
2014 -M3 19,OMMPATCH REV.dwg
1 DWG, NO, M,5
DWG, BY: PWC
WATER RESOURCES
- - ---- - --------
SHEET No,
I OF I
NGINEERING DEPARTMENT
-
DATE- JAN 01, 2014
F
APPROVED BY: J.E.G. J.E�G,
2014-M5 CONC-DRIVE-PATCH.dwg
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1.
CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
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PROFILE AS EXISTED PRIOR TO REMOVING PAVEMENT.
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WHERE PATCH OF ASPHALT CURBING OCCURS CONTRACTOR SHALL
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PROP. PIPE
EXIST. PIPE
ARE ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND
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4" OF 1-19.0 ASPHALT
SHALL BE REMOVED AND REPLACED, CURB PATCH SHALL HE THE
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CONCRETE INTERMEDIATE
SAME SHAPE[TEMPLATE AS THE EXISTING CURB.
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COURSE
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TACKCOAT ALONG 3.
CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC CONTROL
ELEVATION
VERTICAL FACE
AND DEVICES AS REQUIRED BY THE M,U,T.C,D, OR N.C. SUPPLEMENT.
U7
CR
SIDE
ELEVATION
I
ALL PAVEMENT
WORK CANNOT PROCEED UNTIL THE MEASURES ARE IN PLACE.
GENERAL NOTES:
EDGES (0.25 Gal/sy.)
REMOVE ALL BROKEN CRACKED
EXISTING 4.
I
CONTRACTOR SHALL SAWCUT EXISTING PAVEMENT STRAIGHT AND
ASPHALT ADJACENT TO THE
E
TRUE IMMEDIATELY PRIOR TO PAVING. THE FINAL PRODUCT $HALL
CU. YD.
TRENCH PRIOR TO PATCHING
/-ASPHALT
TO 0 REMAIN,
BE SUBJECT TO THE OWNERS APPROVAL.
1
DIMENSION "F" SHALL BE 12' + WIDTH OF DAMAGE.
EXISTING
8"
12"+
.03990
ASPHALT
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2
EXISTING PIPE REMOVED SHALL BE REPLACED WITH NEW RCP.
TO REMAIN.
5.
PATCH PAVING ON N.C,D,O.T. MAINTAINED ROADS SHALL BE IN
0,4465
ACCORDANCE WITH THE APPROVED N.C,D.O.T. ENCROACHMENT,
3�
COLLARS NOT TO BE USED IF DAMAGE IS 16' OR CLOSER TO
24"
12"
12"+
0M26
ST, SOI
"p
p
EXISTING STRUCTURE. IF DAMAGE IS THIS CLOSE NEW PIPE TO
PE BASE
12'
12"+
0.6560
6"MIN.
U ig-I BED
j. I -c
BE RELAID TO NEAREST STRUCTURE.
36" - .
mI
12"+
03640
4)
ALL WORK TO BE INSPECTED BY SENIOR ENGINEER OR
ASPHALT PATCH SHALL
SOIL TYPE SUBBASE MATERIAL
12"+
0.8856
EXTEND A MINIMUM OF 6"
COMPACTED TO 100% MAX, DRY
5)
DESIGNATE PRIOR TO CONCRETE PLACEMENT.
CONSTRUCT COLLAR WITH FORMED 3000 PSI CONCRETE WITH
ONTO UNDISTURBED BASE
DENSITY ASTM D698 IN 8" MAX,
12"+
t0126
FNGINERING & NFROASIMMM'TWURE
CIVIL MINERNG DMSJON
LOOSE LIFTS,
AIR ENTRAINMENT.
54"
LAST XOF FILL BELOW SUBBASE
18"+
2.5793
433 HAY ST. 28301
COMPACTED TO 98% MAX, DRY
6)
DAMAGED PIPE WITH MORE THAN 3- OF DAMAGE SHALL BE
60"
DENSITY IN MAX. 8" LOOSE LIFTS.
18"+
2.8506
[phone]
SEE APPLICABLE TRENCH DETAIL
REPLACED WITH NEW PIPE.
66"
FOR COMPACTION OF REMAINING
18"+
3,1307
CONCRETE PIPE COLLAR
TRENCH,
7)
METAL FLASHING SHALL BE USED TO SEAL JOINT PRIOR TO
PUBLIC WORKS COMMISSION
180+
NO, DATE
REVISION
1-19,0 TEMPORARY PAVEMENT PATCH
FAYETTEVILLE, N.C.
CONCRETE PLACEMENT. GAP AT JOINT MAY NOT EXCEED 3".
N-T.S,
1 01/2007
CHANGED ASPHALT MIX
DWG, NO, M.3
DWG. BY: PWC
WATER RESOURCES
2 0812010
REVISED, DELETED NOTES
SHEET NO.
1 OF I
ENGINEERING DEPARTMENT
DATE 3 j1 �2008 DRAWN BY C.W.
DATE: JAN. 01, 2014
APPROVED BY; J.E.G.
ICAI? FILE : ConcretePipeCallar
2014 -M3 19,OMMPATCH REV.dwg
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DIMENSION "F" SHALL BE 12' + WIDTH OF DAMAGE.
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8"
12"+
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EXISTING PIPE REMOVED SHALL BE REPLACED WITH NEW RCP.
18"
8"
12"+
0,4465
3�
COLLARS NOT TO BE USED IF DAMAGE IS 16' OR CLOSER TO
24"
12"
12"+
0M26
EXISTING STRUCTURE. IF DAMAGE IS THIS CLOSE NEW PIPE TO
30"
12'
12"+
0.6560
BE RELAID TO NEAREST STRUCTURE.
36" - .
12
12"+
03640
4)
ALL WORK TO BE INSPECTED BY SENIOR ENGINEER OR
42"
12"
12"+
0.8856
5)
DESIGNATE PRIOR TO CONCRETE PLACEMENT.
CONSTRUCT COLLAR WITH FORMED 3000 PSI CONCRETE WITH
48"
12"
12"+
t0126
FNGINERING & NFROASIMMM'TWURE
CIVIL MINERNG DMSJON
AIR ENTRAINMENT.
54"
18"
18"+
2.5793
433 HAY ST. 28301
6)
DAMAGED PIPE WITH MORE THAN 3- OF DAMAGE SHALL BE
60"
180
18"+
2.8506
[phone]
REPLACED WITH NEW PIPE.
66"
18'
18"+
3,1307
CONCRETE PIPE COLLAR
7)
METAL FLASHING SHALL BE USED TO SEAL JOINT PRIOR TO
180+
3,4176
rvl% REPAIRING STORM DRAIN PIPES
CONCRETE PLACEMENT. GAP AT JOINT MAY NOT EXCEED 3".
ADOPTED FROM
NCDOT STANDARD 840.72
DR- to
DATE 3 j1 �2008 DRAWN BY C.W.
ICAI? FILE : ConcretePipeCallar
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SEAL EACH END OF CASING -
WITH SOLID CONCRETE BRICK
AND 1:3 MORTAR 12" MINIMUM
LENGTH,
CARBON STEEL CARRIER PIPE BRACE
SHALL BE PLACED X PRIOR TO AND 3'
AFTER EACH JOINT OF DUCTILE IRON
CARRIER PIPE. (SEE DETAIL BORE UNDER
ROADWAYSIRAILROADS SHT 2 OF 2 FOR
SPECIFIC REQUIREMENTS)
STEEL CASING SIZED AS INDICATED
ON THE BORE SIZING CHART,
HALF SECTION ISOMETRIC OF BORE
NOTE:
1 SEE DWG M.6 SHEET 20F2FOR
ADDITIONAL INFORMATION.
2, CARRIER PIPE FOR PRESSURE
APPLICATIONS (WATER MAINS &
FORCE MAINS) SHALL HAVE FACTORY
RESTRAINED JOINTS. CARRIER PIPE
FOR GRAVITY SEWER SHALL HAVE
RESTRAINED JOINTS AND MAY USE
RESTRAINING GASKETS SUCH AS
FIELD LOK, SURE STOP 350 OR OTHER
APPROVED GASKETS.
3. CARRIER PIPE SHALL BE CLASS 350
OR 250 FOR WATER, AND SHALL BE
CLASS 50 FOR SEWER.
PUBLIC WORKS COMMISSION NO-] DATE REVISION
BORE UNDER ROADWAYS/RAILROADS FAYETTEVILLE, N.C.
I N.T.S. --.Amu&V- 1. JAN 05 ADDED NOTES 2&3
SHEET NO, DWG. NO, M.6 DWG, BY: PWC; WATER RESOURCES 2, OCT 09 Clarified restraint fequirernents.
1 OF2 DATE= JAN. 01, 2014 APPROVED BY: J.E.G, ENGINEERING DEPARTMENT
0
CHANNELIZING
DEVICE
WORK SPACE
C B A
IOU,
NOTES:
1. FLOODLIGHTS SHOULD BE PROVIDED TO MARK FLAGGER
STATIONS AT NIGHT AS NEEDED.
bd
2. FOR LOW VOLUME APPLICATIONS, A SINGLE FLAGGER MAY ty
BE ADEQUATE. WHERE ONE FLAGGER CAN BE USED, SUCH AS
FOR SHORT WORK AREAS ON STRAIGHT ROADWAYS, THE
FLAGGER MUST BE VISIBLE TO APPROACHING TRAFFIC FROM
BOTH DIRECTIONS.
3, CHANNELIZING DEVICES ARE TO BE EXTENDED TO A POINT
WHERE THEY ARE VISIBLE TO APPROACHING TRAFFIC.
4, THE ROAD WORK AHEAD AND THE END ROAD WORK SIGNS
MAY BE OMITTED FOR SHORT DURATION OPERATIONS.
5. FLASHING WARNING LIGHTS ANDIOR FLAGS MAY BE USED
TO CALL ATTENTION TO THE ADVANCED WARNING SIGNS.
6, THIS STANDARD DERIVED FROM PART VI OF THE
MUTCO,(STANDARDS AND GUIDES FOR STREET AND HIGHWAY
CONSTRUCTION, MAINTENANCE, UTILITY AND INCIDENT
MANAGEMENT OPERATIONS) ISSUED APRIL 1995,
FIGURE TA -10 PUBLIC WORKS COMMISSION
LANE CLOSURE ONE LANE TWO-WAY TRAFFIC FAYETTEVILLE, N.C.
N.T.S.
SHEET NO. DWG. NO, M.8 DWG. BY: PWC WATER RESOURCES
I OF I ENGINEERING DEPARTMENT
DATE: JAN. 01, 2014 APPROVED BY; 1E,G, 1,
2014 -M6 BORE,.,ROAD._RAILdwg
TABLE VI-3 SUGGESTED ADVANCE WARNING SIGN SPACING
ROAD TYPE DISTANCE
A
BETWEEN
SIGNS I
a
C',dl)
URBAN LOW-SPEED 0
Op
200
200
a2a
3
URBAN HIGH SPEED 50
350U350
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0
RURAL 500
500
Soo
0 0
EXPRESSWAYiFREEWAY 1000
1,600
4600
BORE SIZING CHART
CARRIER PIPE
SIZE
MI•
CASING SIZE
ROADWAYS
MIN, WALL THICKNESS
RAILROADS
MIN. WALL THICKNESS
4"
10.1
0.188"
DAB&,
91
Iz,
0,25"
0281"
-
RURAL
500
Soo
12"
24"
0.26,
0.375"
30.1
0.312l
BORE SIZING CHART
CARRIER PIPE
SIZE
MI•
CASING SIZE
ROADWAYS
MIN, WALL THICKNESS
RAILROADS
MIN. WALL THICKNESS
4"
10.1
0.188"
DAB&,
91
Iz,
0,25"
0281"
-
RURAL
500
Soo
12"
24"
0.26,
0.375"
161,
30.1
0.312l
0,469"
181,
.30"
0.312"
0.469
24"
36-1
0.375*'
0,532"
391
42"
0.600`1
0.626'
1 36'
".1
0.5001,
0.68811
*CONTRACTOR MAY SUBSTITUTE A LARGER SIZE CASING PIPE HAVING THE
MIN. WALL THICKNESS SHOWN FOR SEWER MAINS, ALL ADDITIONAL COSTS
SHALL BE INCLUDED IN THE UNIT PRICE BID FOR BORING AND JACKING.
FASTE14 BRACE TO PIPE Wt
HEAVY DUTY STUDS, NUTS
AND WASHERS.
V
RUNNERS SHALL BE MIN, 2" WIDE
SOLID CONCRETE BRICK
ROAD TYPE
DISTANCE
A
BETWEEN
B
SIGNS
c
AND 1:3 MORTAR,, COMPLETELY
URBAN LOW-SPEED
200
200
200
URBAN HIGH SPEED
FILL VOIDS BETWEEN BRICK
4. PWC TO PROVIDE LOCK AND CHAIN.
350
RURAL
500
Soo
WITH MORTAR, CLOSE EACH END
EXPRESSWAYIFREEWAY
1000
1 600
2,600
OF CASING.
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5. LOCATION OF GATE WITHIN PWC
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VOID OUTSIDE OF
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APPROVED BY PWC.
CARBON STEEL
SECTION "A-A" CARBON STEEL CARRIER PIPE BRACE
ALM
PUBLIC WORKS COMMISSIO
BORE UNDER ROADWAYS/RAILROADS
FAYETTEVILLE, N.C.
N.T.S.
In
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I DWG- NO. M,6
DWG, BY: PWC
WATER RESOURCES
SHEET NO.
2OF2
I-DATE: JAN. 01, 2014
APPROVED BY: J.E.G,
ENGINEERING DEPARTMENT
NOTES:
1, INSTALLATION SHALL BE DRY BORE AND JACKING OF
SMOOTH WALL STEEL PIPE. JETTING OR WET BORING WITH WATER
SHALL NOT BE ALLOWED.
2, SEE BORE SIZING CHART FOR CARRIER PIPE SIZE AND
STEEL CASING SIZE. MIN, DIA. AND WALL THICKNESS.
3. CASING PIPE SHALL BE IN ACCORDANCE WITH ASTM A-53, GRADE 8
WITH A MINIMUM YIELD STRENGTH OF 35,000 PSI
4. EACH END OF ENCASEMENT TO BE PLUGGED WITH BRICK ALL VOIDS
OUTSIDE THE CASING PIPE SHALL BE COMPLETELY FILLED WITH 1,3
PORTLAND CEMENT GROUT AT SUFFICIENT PRESSURE TO INSURE
NO SETTLEMENT OF ROADWAY1 RAILROAD. METHOD OF GROUTING
SHALL BE AS APPROVED BY THE PERMITTING AGENCY,
S. IT IS RECOMMENDED THAT THE BORE BE ACCOMPLISHED BEFORE PIPE
CONSTRUCTION BEGINS.
6. THE BORING SHALL BE PERFORMED FROM "UPSTREAM" TO
"DOWNSTREAM" DIRECTION MAINTAINING THE CRITICAL DOWNSTREAM
INVERT ELEVATION. SHOULD THE BORE NOT BE ON GRADE, A REVISED
PLAN SHALL BE SUBMITTED TO PWC FOR APPROVAL
7. THE BORING OPERATION SHALL BE CONDUCTED IN A
MANNER THAT THE FLOW Of TRAFFIC IS NOT IMPEDED
OR IN SUCH A MANNER $0 AS NOT TO CREATE A HAZARD.
8. IF AN OBSTRUCTION IS ENCOUNTERED DURING THE BORING
OPERATION, THE AUGER SHALL BE WITHDRAWN THE EXCESS
CASING PIPE CUT-OFF, CAPPED AND THE INTERIOR AND EXTERIOR
VOIDS SHALL BE COMPLETELY FILLED W113 PORTLAND CEMENT
GROUT UNDER PRESSURE, NO SEPARATE PAYMENT FOR
UNSUCCESSFUL BORES,
9. CONTRACTOR SHALL FIELD ADJUST AND INSTALL PROPER PIPE
BRACES TO ACCOMPLISH GRADE AND INVERTS AS SHOWN ON
THE DRAWINGS.
10. A MANUAL CONTROL STEERING HEAD OR OTHER GUIDANCE SYSTEM
IS RECOMMENDED FOR BORES 30" DIAM, ANDIOR LARGER AND FOR
BORES EXCEEDING 100' IN LENGTH OR AS SPECIFIED.
ll. SUBCONTRACTORS SHALL ADHERE TO ALL PERMIT REQUIREMENTS
AND SHALL PROVIDE APPROVED INSURANCE CERTIFICATES AS
REQUIRED.
12. CONTRACTOR SHALL EXECUTE AND PERFORM ALL REQUIREMENTS
AND CONDITIONS STIPULATED BY THE PERMITTING AGENCY,
13. SEE DING. M,6 SHEET I OF 2 FOR ADDITIONAL INFORMATION,
14, CARRIER PIPE FOR PRESSURE APPLICATIONS (WATER MAINS & FORCE
MAINS) SHALL HAVE FACTORY RESTRAINED JOINTS, CARRIER PIPE FOR
GRAVITY SEWER SHALL HAVE RESTRAINED JOINTS AND MAY USE
RESTRAINING GASKETS SUCH AS FIELD LOK, SURE STOP 350 OR OTHER
APPROVED GASKETS,
N NO, DATE REVISION
ADDED 6" CARRIER PIPE
1. 2111104 TO BORE SIZING CHART
2 JULY 10 REVISED NOTES, SIZING CHART
2044-M6 BORE-ROAD-RAIL.dwg
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0
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X DETOUR
NOTES:
1, DISPLAY SIMILAR SIGNS AND DEVICES FOR THE OPPOSITE
MOVEMENT.
2. USE THIS PLAN FOR CITY STREETS.
3- THE USE OF A STREET NAME SIGN MOUNTED WITH THE M4-9
DETOUR SIGN is OPTIONAL. WHEN USED, THE STREET NAME
PLATE IS PLACED ABOVE THE DETOUR SIGN. THE PLATE SHALL
HAVE BLACK ON DIAMOND GRADE ORANGE LEGEND.
4, AN M4-9 DETOUR SIGN WITH AN ADVANCE TURN ARROW MAY
BE USED IN ADVANCE OF A TURN. ON MULTILANE STREETS
SUCH SIGNS SHALL BE USED.
5. FLASHING WARNING LIGHTS ANDIOR FLAGS MAY BE USED TO
CALL ATTENTION TO THE ADVANCED WARNING SIGNS.
6. WARNING LIGHTS MAY BE USED ON TYPE fit BARRICADES.
7, M4-9 DETOUR SIGNS MAY BE LOCATED ON THE FAR SIDE OF
TABLE VI-3 SUGGESTED ADVANCE WARNING SIGN SPACING THE INTERSECTIONS.
ROAD TYPE
DISTANCE
A
BETWEEN
B
SIGNS
c
NOTES:
URBAN LOW-SPEED
200
200
200
URBAN HIGH SPEED
1. HEIGHT OF FENCE SHALL BE 6 FEET, UNLESS
4. PWC TO PROVIDE LOCK AND CHAIN.
350
RURAL
500
Soo
OTHERWISE APPROVED BY PWC,
EXPRESSWAYIFREEWAY
1000
1 600
2,600
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2. USE OF COATED ANWOR PLASTIC COATED
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FABRIC MAY BE REQUIRED TO MATCH EXISTING
AND APPROVED BY PWC,
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NOT TO EXCEED
10,
OPENING
20'
NOT TO EXCEED
10!
4" 0-
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1 -5i8" SCH 40 CROSS PIECES
#9 GAUGE FABRIC
TYPICAL CHAIN LINK GATE
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
- --
AND FENCING
N,T,S,
FAYETTEVILLE, N.C.
DWG. NO, M.17
DWG, BY: PWC
W ATER RESOURCES
SHEET NO.
1 OF I
ENGINEERING DEPARTMENT
DATE: JAN.01,2014
APPROVEDBY; J.E.G.
2014-MI7 TYPICAL CHAIN LINK GATE AND FENCE.dwg
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NOTES:
1, DISPLAY SIMILAR SIGNS AND DEVICES FOR THE OPPOSITE
MOVEMENT.
2. USE THIS PLAN FOR CITY STREETS.
3- THE USE OF A STREET NAME SIGN MOUNTED WITH THE M4-9
DETOUR SIGN is OPTIONAL. WHEN USED, THE STREET NAME
PLATE IS PLACED ABOVE THE DETOUR SIGN. THE PLATE SHALL
HAVE BLACK ON DIAMOND GRADE ORANGE LEGEND.
4, AN M4-9 DETOUR SIGN WITH AN ADVANCE TURN ARROW MAY
BE USED IN ADVANCE OF A TURN. ON MULTILANE STREETS
SUCH SIGNS SHALL BE USED.
5. FLASHING WARNING LIGHTS ANDIOR FLAGS MAY BE USED TO
CALL ATTENTION TO THE ADVANCED WARNING SIGNS.
6. WARNING LIGHTS MAY BE USED ON TYPE fit BARRICADES.
7, M4-9 DETOUR SIGNS MAY BE LOCATED ON THE FAR SIDE OF
TABLE VI-3 SUGGESTED ADVANCE WARNING SIGN SPACING THE INTERSECTIONS.
FIGURE TA-20 PUBLIC WORKS COMMISSION NO. DATE REVISION
DETOUR FOR CLOSED STREET FAYETTEVILLE, N.C.
N.T.S. --mooff-
SHEET NO. I DWG, NO. Ml I DING. BY: PWC WATER RESOURCES
1 OF I I ENGINEERING DEPARTMENT DATE JAN Ol, J.E.G.
ROAD TYPE
DISTANCE
A
BETWEEN
B
SIGNS
c
THIS STANDARD DERIVED FROM PART VI OF THE MUTOD
(STANDARDS AND GUIDES FOR STREET AND HIGHWAY
CONSTRUCTION, MAINTENANCE,UTILITY, AND INCIDENT
MANAGEMENT OPERATIONS) ISSUED APRIL 1996,
URBAN LOW-SPEED
200
200
200
URBAN HIGH SPEED
350
350
350
RURAL
500
Soo
- 500
EXPRESSWAYIFREEWAY
1000
1 600
2,600
FIGURE TA-20 PUBLIC WORKS COMMISSION NO. DATE REVISION
DETOUR FOR CLOSED STREET FAYETTEVILLE, N.C.
N.T.S. --mooff-
SHEET NO. I DWG, NO. Ml I DING. BY: PWC WATER RESOURCES
1 OF I I ENGINEERING DEPARTMENT DATE JAN Ol, J.E.G.
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LOW LYING POINTS. LOCATIONS STONE
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LOW LYING AREAS. CONTRACTOR RESPONSIBLE
FOR LOCATING AND INSTALLING OUTLETS AT
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SPOTS.
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NOT TO SCALE
SEDIMENT CONTROL -+- .+-- 1' - 61 WN
STONE
FLDM1y"^�,. �x
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STONE
NOTE,
STURCTURAL STONE SHALE BE (CLASS `V)
STONE FOR EXROSION CONTRRL PURPOSES.
SEDIMENT CONTROL STONE SMALL BE NO. 5
OR NO, 57 STONE,
i
3' MAX
1' -61 MIN
FRONT VIEW
IL = THE DISTANCE SUCH THAT POINTS A AND 8 ARE OF EQUAL ELEVATION
FILTER
FABRIC
A
MAINTENANCE - INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER
EACH RUN -OFF EVENT.
CLASS B RIP -RAP
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND OF NCDOT " 12 5
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL 12- WASHED STONE
DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS,
INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL. FILTER
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT FABRIC
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 CROSS SECTION.
NOTES:
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON
A FILTER FABRIC FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW
NATURAL GROUND LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FT BEYOND THE DITCH BANKS TO KEEP
OVERFLOW WATER FROM UNDERCUTTING THE DAM AS IT RE- ENTERS THE
CHANNEL.
r2_")iTEMPORARY CHECK #
NOT • SCALE
A ION em
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A tt
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FLAN CLASS I
RIP -RAP
r3_"� TEMPORARY ROCK PIPE INLET PROTECTIO-1
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CONCRETE BLOCK
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WIRE SCREEN
TEMPORARY SEDIMENT
POOL DEWATERING
I' MIN. — '.." :. 6'
2' MAX. af
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COS RUC71ON SP.MI'ICAMO
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT
AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS
BY PLACING 2 X 4 WOOD STUDS THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 -INCH OPENINGS OVER ALL BLOCK
OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4- TO 1/2- -INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE BLOCK ON
A 2 :1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED STONE IS RECOMMENDED.
BLOCK AND GRAVEL
PROTECTION INLET
NO . SCALE
IN CHANNELS, ROLL OUT STRIPS OF
NETTING PARALLEL TO THE DIRECTION OF
FLOW AND OVER THE PROTECTIVE MULCH.
G IN
NCH
12 -INCH
OVERLAP
JOIN STRIPS BY
ANCHORING AND
OVERLAPPING
NOTES:
PRODUCTS DESIGNED TO CONTROL EROSION SHOULD BE
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S
INSTRUCTIONS. ANY MAT OR BLANKET -TYPE PRODUCT
USED AS A PROTECTIVE MULCH SHOULD PROVIDE COVER
OF AT LEAST 30% OF THE SURFACE WHERE IT IS APPLIED.
1. APPLY LIME, FERTILIZER, AND SEED BEFORE LAYING
THE NET OR MAT.
2.START LAYING THE NET FROM THE TOP OF THE
CHANNEL OR SLOPE, AND UNROLL IT DOWN THE
GRADE. ALLOW NETTING TO LAY LOOSELY ON T}IE SOIL
S_RMU HH" !QQVER BUT WITHOUT WRINKLES - DO NOT
3.TO SECURE THE NET, BURY THE UPSLOPE END IN A
SLOT OR TRENCH NO LESS THAN 6 INCHES DEEP,
COVER WITH SOIL, AND TAMP FIRMLY. STAPLE THE
NET EVERY 12 INCHES ACROSS THE TOP END AND
EVERY 3 FEET AROUND THE EDGES AND BOTTOM.
WHERE 2 STRIPS OF NET ARE LAID SIDE BY SIDE, THE
ADJACENT EDGES SHOULD BE OVERLAPPED 3 INCHES
AND STAPLED TOGETHER. EACH STRIP OF NETTING
SHOULD ALSO BE STAPLED DOWN THE CENTER, EVERY
3 FEET DO NOT STRETCH THE NET WREN APPLYING
STAPLES,
4.70 JOIN 2 STRIPS, CUT A TRENCH TO ANCHOR THE
END OF THE NEW NET. OVERLAP THE END OF THE
PREVIOUS ROIL 18 INCHES AND STAPLE EVERY 12
INCHES JUST BELOW THE ANCHOR SLOT.
INSTALLATION OF NETTING AND MATTING
NOT TO SCALE
DEAD TREES & SCRUB GROWTH
SHALL BE CUT FLUSH WITH
ADJACENT GRADE. NO GRUBBING
ALLOWED UNDER DRIP LINE.
REMOVE ALL BARRIERS UPON
COMPLETION OF PROJECT
M--1 -
TREES LOCATED WITHIN THE STREET RIGHT OF WAY AND THOSE IDENTIFIED IN
PERMANENT SANITARY SEWER EASEMENT TO BE PROTECTED SHALL BE
PROTECTED FROM DAMAGE AND /OR REMOVAL. THIS INCLUDES THE FOLLOWING
ACTIVITIES: STORM DRAINAGE, UNDERGROUND UTILITIES, DRIVEWAYS,
SIDEWALKS, ETC. UTILITIES MAY BE TUNNELED IN THE ROOT ZONE AT A 24"
MINIMUM PROVIDING THAT PLANS ARE APPROVED SHOWING THE LOCATION
AND METHOD.
BARRIERS SHALL EXTEND AROUND TRUNK AS SHOWN. THEY SHALL
ENCOMPASS THE TREES WITH A RADIUS OF NO LESS THAN ONE FOOT (I') FOR
EVERY ONE INCH (1 ") OF TRUNK DIAMETER UNLESS OTHERWISE DETAILED.
DEVIATIONS FROM THIS MUST BE APPROVED ON AN INDIVIDUAL BASIS BY THE
ENGINEERING DEPARTMENT. ALL TREE
PROTECTION BARRIERS SHALL BE
INSTALLED PRIOR TO ANY GRADING OR OTHER LAND DISTURBING ACTIVITY.
THEY SHALL BE CONSTRUCTED FROM ANY MATERIAL SUBSTANTIAL ENOUGH TO
DESIGNATE THE PROTECTED AREA AND PROTECT THE ROOTS, TRUNK, AND
CROWN OF THE TREE. EXAMPLE: 2x4 STANDARDS AND 1x4 RAILS: SILT
FENCING, ETC.
IN SOME CASES PERMITS MAY BE ISSUED TO ALLOW TEMPORARY (30
DAYS) ACCESS ACROSS THE PROTECTED AREA. MULCH, 4" TO 6" DEEP
WILL BE REQUIRED IN THESE AREAS TO ACT AS A CUSHION TO PREVENT
SOIL COMPACTION. DO NOT STORE MATERIALS OR PARK MACHINERY IN
ANY PORTION OF THE PROTECTED ROOT ZONE.
FILL DIRT NO DEEPER THAN TWO INCHES SHALL BE ALLOWED WITHIN THE DRIP
LINE OF THE TREE.
IN THE PROTECTED ROOT ZONE, STUMPS, DEAD TREES, AND SHRUB
GROWTH SHALL BE CUT FLUSH OR GROUND OUT. NO GRUBBING IS
PERMITTED.
REMOVE ALL BARRIERS UPON COMPLETION OF PROJECT AND FILL THE HOLES.
TREES THAT DIE AS A RESULT OF THE CONTRACTOR'S NEGLIGENCE TO THESE
SPECIFICATIONS SHALL BE REMOVED AND REPLACED UNDER THE DIRECTION
OF THE CITY AND APPLICABLE CITY STANDARDS,
NOT NROILCIL.O UT HAKKItK
E)EAD OR DYING
LESS THAN 12" DBH
12 -20" DBH
20 -28" DBH
28 -30" DBH
ABOVE 36" DBH
NEW TRFF
1 -4" CALIPER TREES
2 -4" CALIPER TREES
3 -4" CALIPER TREES
4-4" CALIPER TREES
5 -4" CALIPER TREES
ROOT PRUNING: ROOT PRUNING SHALL BE KEPT TO AN ABSOLUTE MINIMUM
ROOT PRUNING SHALL BE STARTED WITHIN FIFTEEN DAYS AFTER THE AWARD
OF THE CONTRACT AND SHALL BE COMPLETED WITHIN FIFTEEN DAYS AFTER
STARTING WORK. THE CUT IS TO BE MADE NO MORE THAN 6" BEHIND THE
BACK OF THE CURB OR WHERE DIRECTED BY ENGINEER. THE CUT SHALL
BE MADE TO A DEPTH OF TWO FEET BELOW THE SOIL SURFACE. THE
ROOTS SHALL BE CUT CLEANLY LEAVING A SMOOTH SURFACE. ALL CUT
SURFACES OF ROOTS TWO INCHES OR LARGER IN DIAMETER SHALL BE
COVERED IMMEDIATELY WITH TREE WOUND DRESSING. ROOT PRUNING
EQUIPMENT SHALL BE KEPT SHARP TO ENSURE THAT ROOTS ARE CUT
CLEANLY AND ARE NOT BROKEN OR TORN BY DULL OR UNSUITABLE
EQUIPMENT.
PRUNING AND THINNING OR EXISTING TREES: ALL BRANCHES OVERHANGING
THE ROADWAY OR EASEMENT SHALL BE REMOVED TO A HEIGHT OF
SEVENTEEN FEET. DEAD WOOD AND CROSSED BRANCHES SHALL BE
REMOVED FROM THE TREES WITHIN THE CONTRACT AREA. THE PRUNING
SHALL BE DONE IN A MANNER WHICH PRESERVES THE NATURAL CHARACTER
OF THE CROWN.
FERTILIZATION: A FORMULATION OF 31 -10 -8 ANALYSIS FERTILIZER OR OTHER
AS APPROVED BY THE CITY AND THE ENGINEER SHALL BE USED. TREES
SHALL BE FERTILIZED WITHIN THE PROTECTED ROOT ZONE AT THE RATE OF 6
LBS. NITROGEN PER 1000 SF. SOURCE OF NITROGEN SHALL BE NO LESS THAN
50% UREA FORMALDEHYDE (SLOW RELEASE LOW SALT INDEX). THIS LIQUID
FERTILIZER IS USED WITH A TREE FEEDING NEEDLE. AN EQUIVALENT DOSAGE
SHALL BE APPLIED USING THE SAME PATTERN OF HOLE.
5 TREE PROTECTION DETAIL NOT TO SCALE
USE PEGS OR STABLES TO FASTEN
SOD FIRMLY AT THE ENDS OF MIPS
AND IN THE CENTER, OR EVERY 3-4'
IF THE STRIPS ARE LONG. WHEN
READY TO MOW, DRIVE PEGS OR
STAPLES FLUSH WITH THE GROUND,
FLOW
NOT III IIIIIIII OI VIII II
THAI- SF1D INS7N I AitON
LAY SOD IN A STAGGERED PATTERN WITH STRIPS
BUTTED TIGHTLY AGAINST EACH OTHER. A
SHARPENED MASONS TROWEL CAN BE USED TO
TUCK DOWN THE ENDS AND TRIM PIECES.
BUTTING - ANGLED ENDS CAUSED BY THE AUTOMATIC
SOD CUTTING MUST BE MATCHED CORRECTLY.
TYPICAL SOD INSTALLATION WITHIN ORAML QFL_ �.At c
LAY SOD ACROSS THE DIRECTION OF FLOW.
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