SW7051117_APPROVED PLANS_20060907

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 7Z25%&:z
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
DOC DATE
�fi�D7
YYYYMMDD

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1177
VICINIIX MAP
SCALE: m• . tow
PROJECT NOTES:
Owner.
Tanglew ,od Development, LLC
1268 U,S.17 South
Elizabeth City, NC 27909
252-335-4887
Wetlands property recleved a PC determination from F.S.A. in 19W and
has been farmed oondniously since that date.
Survey Data provided by Northeaster Surveying
Datum: Horizontal- NAD83
Vertical- NAVD88
Nearest Receiving Stream: Knobbs Creek then the Pasquotank River.
Watershed Classification: C. Swp
Total Project Area = 704,306 Sq.ft.16.17 S.F.
Total Disturbed Area = 704,306 sq.ft. 16.17 S.F.
CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVALS ALL PERMITS
2. HOLD PRE -CONSTRUCTION MEETING ONE WEEK OR MORE PRIOR TO THE START OF CONSTRUCTION,
3. DO NOT BLOCK DRAINAGE. WHEN NECESSARY INSTALL CULVERT IN CONJUNCTION WI INLETIOUTLET
PROTECTION WHILE INSTALLING THE TEMPORARY CONSTRUCTION ENTRANCE..
4. INSTALL SILT FENCING IN AREAS AS SHOWN ON PLAN, AND OTHER AREAS AS REQUIRED TO PREVENT
SEDIMENTATION IN WETLAND AREAS.
5. CLEAR AND GRUB ROADWAY AREAS, REMOVING TREES, VEGETATION, ROOT AND OTHER MATERIAL
THAT MAY AFFECT ROADWAY STABILITY.
6. INSTALL CULVERTS, DROP INLETS (AS REQUIRED)AND CONSTRUCT SWALES & DITCHES. MAINTAIN
MINIMUM SIDE SLOPES AS SHOWN IN DETAILS.
7. CONSTRUCT STONE SILT (CHECK) DAM AS REQUIRED TO BREAK HIGH VELOCITY FLOWS, PLACE CLASS
A STONE RIP -RAP AT ALL CULVERT OUTLETS. PROTECT CULVERT ENDS WITH FILTER CLOTH AS REQUIRED.
8. ALL DISTURBED AREAS MUST HAVE TEMPORARY VEGETATION IN PLACE WITHIN 30 DAYS OF LAND DISTURBANCE.
9. CONSTRUCT GRAVEL ROADWAY, UNDERCUTTING AND REPLACING UNSUITABLE SOILS WITH SELECT FILL
10. COMPLETE FINAL GRADING, TOPSOIL CRITICAL AREAS, PERMANENTLY VEGETATE, LANDSCAPE, AND MULCH.
11. AFTER SOIL IS STABILIZED, REMOVE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES.
GENERAL. NOTES:
1. INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED FROM AVAILABLE RECORDS AND FIELD CONDITIONS
WHEN POSSIBLE, BUT THE CONTRACTOR MUST DETERMINE THE EXACT LOCATION AND ELEVATION OF ALL EXISTING UTILITIE
BY DIGGING TEST PITS BY HAND AT ALL UTILITY CROSSINGS WELL IN ADVANCE OF DIGGING. IF THE CLEARANCES ARE LESS
THAN SPECIFIED ON THE PLANS OR 1r, WHICHEVER IS LESS, CONTACT CE SOLUTIONS (252-264-3222) AND OWNER PRIOR
TO PROCEEDING WITH CONSTRUCTION.
2. THE CONTRACTOR SHALL INCLUDE IN HIS CONTRACT PRICE THE REMOVAL AND DISPOSAL OF ANY EXCESS TOP SOIL
3. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL REQUIRED/NECESSARY SHEETING,
SHORING, AND SPECIAL EXCAVATION MEASURES REQUIRED ON THE PROJECT TO MEET OSHA, FEDERAL, STATE AND LOCAL
REGULATIONS PURSUANT TO THE INSTALLATION OF THE WORK.INDICATED ON THE DRAWINGS. OWNER AND CE SOLUTIONS
ACCEPT NO RESPONSIBILITY FOR THE DESIGN TO INSTALL SAID ITEMS.
4. CALL UTILITY. LOCATOR SERVICE 72 HOURS IN ADVANCE OF DIGGING AT I-800-832-4949.
5. ALL WORK SHALL CONFORM TO N.C.D.O.T. AND NCDENR STANDARDS AND SPECIFICATIONS.
S. THE CONTRACTOR IS RESPONSIBLE FOR PREPARING AND SUBMITTING TO CE SOLUTIONS A COMPLETE SET OF AS -BUILT DRAWINGS.
7. THE LAND DISTURBANCE PERMIT MUST BE KEPT ON THE WORK SITE AND SHOWN UPON REQUEST.
8, THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ANY DE -WATERING NECESSARY TO CONSTRUCT THE PROJECT
AS SHOWN ON THE PLANS,
9. SEDIMENT CONTROL MEASURES MUST BE INSPECTED AND MAINTAINED REGULARLY TO INSURE THAT THE INTENDED PURPOSES
ARE ACCOMPLISHED.
10. THE CONTRACTOR IS RESPONSIBLE FOR SECURING THE SERVICES OF A NORTH CAROLINA REGISTERED LAND SURVEYOR
ON -SITE TO PROVIDE ALL CONSTRUCTION STAKE -OUT SERVICES. THE CONTRACTOR IS ALSO RESPONSIBLE FOR INSURING THE
SURVEYOR IS IN POSSESSION OF THE LASTED REVISIONS OF ALL PLANS.
Roadway Construction Notes
L A -A.... K-,,LW1--X)1
All work under this section shall be performed under the guidelines of the NC DOT Minimum Construction Standards for Subdivision
Roads, and all other appropriate NCDOT Standards.
Materials:
A. Any reference to base aggregate or stone shall mean ABC stone, meeting the NCDOT gradation standards compacted to 98 % of
the standard proctor ASTM D698. Asphalt shall be SP-9.5. Minimum thicknesses shall be W of ABC stone as base course and 3" of
SP-9.5 Asphalt
B. On -site determination of the additional materials necessary to stabilize the roadway will be made by the engineer.
C. All materials shall most the standards set forth in the latest edition of the North Carolina Standard Specifications for Roads and
Structures.
D. Reinforced Concrete Pipe (RCP) shall be Class Ill.
Preparation of the road bed:
A. A 1` Minimum of top soil is to be excavated and removed.
A. The subgrade shall be grubbed and cleared of all trees, brush and root and other arganic matter.
B. Proof -roll all subbase material. Excavate and remove all base material that is notsuitable for road construction. Fill with select
sand that has less than 10% fines passing the #200 sieve. The upper two feet of all aavement subgrade shall be select sand
compacted to a minimum of 98% of standard proctor dry density or as specified by the engineer.
C. No base Course shall be placed on muck, organic matter or other unsuitable material.
Guarantee:
The contractor shall guarantee all materials furnished and work performed for a period of (2) two years f m the date of acceptance.
0 AD... WAY -
NOTE:
OTHER PROJECTS SHALL BE UNDER
CONSTRUCTION IN THE IMMEDIATE VACINITY
OF 1HE PROJECT, SUBSTANTIALLY AT THE
SAME TIME. CONTRACTOR SHALL BE
RESPONSIBLE FOR COORDINATING HIS
CONSTRUCTION ACTIVITY WITH THOSE
PROJECTS. OF PARTICULAR CONCERN, iS
THE INSTALLATION OF TANGLEWOOD
PARKWAY, THE HALSTEAD CONNECTOR PUMP
STATION FORCE MAIN, AND THE GRAVITY
SEWER SYSTEM. ALL OR PART OF THAT
ACTIVITY WILL NEED TO BE COMPLETED
SIMULTAINOUSLY.
NOTE:
TEMPORARY GROUND COVER MUST BE
ESTABLISHED ON ALL EXPOSED SLOPES
WITHIN 15 WORKING DAYS OR 30 CALENDER
DAYS WHICHEVER IS SHORTER FOLLOWING
COMPLETION OF ANY PHASE OF GRADING.
PERMANENT GROUND COVER IS REQUIRED
WITHIN 15 WORKING DAYS OR 90 CALENDER
DAYS (WHICHEVER IS SHORTER) FOLLOWING
COMPLETION OF CONSTRUCTION.
NOTE:
OVE►, -IME, THE DEVELOPER PLANS TO FILL
THE ENTIRE PROJECT AREA TO AN ACERAGE
ELEVATION OF 14' OR MORE.
MINI'.'.,-1!!!4 SEWER DEPTH OF COVER AT TIME
OF INSTALLATION SHALL BE 30'
DRAWING INDEX
SHEET NUMBER DESCRIPTION
SHEET 1 COVER SHEET WITH SHEET LAYOUT
SHEET 2 PLAN & PROFILE TANGLEWOOD PARKWAY STATION 10+00 TO 20+00
SHEET 3 PLAN & PROFILE TANGLEWOOD PARKWAY STATION 20+00 TO 31+00
SHEET 4 PLAN & PROFILE TANGLEWOOD PARKWAY STATION 31+00 TO 43+31.14
SHEET 5 & 6 NOTES & DETAILS
SHEET 7 GRAVITY SEWER DETAILS
STORMWATER
NORTH CAROLINA EN ��Ni41r( TAI.
MANAGEMEN7 COMMiS010N
DNV190N -,gz WA TER QUAL.iTY
Nc-
TANGLEWOOD PARKWAY
ROADWAY, GRAVITY SEWER
& STORMWATER PLAN
COVER SHEET
ELIZABETH CITY, NORTH CAROLINA
SCALE, pRA1MN: APPROVE
D: CADD FILE WOODPER M MAST
1 "= 30(Y KPO RF CURRENT REvisiora:
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MOM 252 264 3222
Fax [phone]

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ROADWAY, GRAVITY SEWER 2 or 7
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INV. (OJT
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WATER QUALITY' PONDS BOIL �
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31+50 33+00
33+50 34+00 34+56 35+00
LEGEND
PROPOSED FINISH GRAPE
-- APPROXIMATE EXISTING GRADE
PROPOSED FLQW LINE
--- ------ . --- PROPOSED TOP OF CUF�B
,�0
35+50 3,6+00 36+50 37+00
TA.NGLEWOQD PARKWAY
SCALE
1"- 50' (HOR)
1 "= 5i (VERT)
INV.- 4.99'
�� U f f I TOP P I/4"/ 1� T/, / 1'
�-
x 11 ws"' m. SIDEWALi(�
SECT-19 A A"
TYP
coload
v` ,
I L 4. I3 LANE C3ADWA
rn
az ' W& MEDIANIV
INV. OLJT - 8.5'
37+50 38+60 38+50 39+00 39+5b
LEGEND
PROPOSED FINISH
G�ADE \
t6
0
CNI
=E
/ EXISTING FADE
40+50 41+00 41+50 42+00
47'--18" RCP ®n ior
10.0'
&0,
42+50 43+00
43+b0
1
25• RAD)US GRAVEL
TEMPORARY CULTISAC
lam`. 1
TANGLEW00D PARKWAY
ROADWAY, GRAVITY SEWER
& STQRMWATER PLAN
PLAN & PROFILE
STATION 31 +00 TO 43+31.14
ELIZABETH CITE', NORTH CAROLINA
li
SCALE: : D"' AMOVE0:: CARD F1LE: 7 OODPKW MASH J11L CM
1 "= 50' KPO RF CURlzENt' REM":
4"CT ND: DATE:
TWOOD 6/7/0r A=
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fir i r,� v �U i 1
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C 43" MOTE: USE TYPE "E" "F" AND "O" ORATE _ °oil- rr 1, ,r SURFACE,/
w� UNLESS OT}IERiISE NOTED. r �, " 4 Fu n RAID. n 2f- ,r RAD.IrRAD. " . SURFMEET JA1.1
amRAD e _ � � a 11b" RAD. °c Q cz
Q I.I.I II. �. ���Cdddd w IL
O.n .Q,.°..•!� .:o•. ti r �0.;Cr6 a�17. •• ,1v ," RAD ;_c LI
a'71 SECTION - LL SECTION - M� low CA �� 2r-S,r 1� RAD. 1r-•'N .��' p:::9• �o��
ALIGN FP WE"TOD4
_ a y �� , /e I, -Olt
EDGE OF WAL-- r14
$1:1 2 -8 CURB AND Q'iE� 1 B (RiRI>s AND tiuTTER
FOR YERTIGA" 8" X 12". OR 18"B X 1�'" OR 1B' ■
4' _ O" CONCRETE Ci1RB 'E CURB
SECTI� - 80 r_ er r- sr EDGE OF'
SECTION - PP SECTION-- NN- PAVEMENT = n 2'-OrE
tsi PLAN a rr 8" " RADI
FRAME,ORATE, S HMO AS@'Y N " c ; C� N 12 :aQ' ° e 4;. °:o ;v;' °-oe :Q;' °IN
a 4• Q.• n . # ° N o� •y ��° x�.
102
1,•i n 'I N " k .i it !, _ t
t B W
p •' , " Q O v ! RESSWAY 8�!'�TII~R SHOULDBll1 no GUTTER n n � �
z _ ; : v $ 6 KPIAN CURB VALLEY BUTTER
OCO
(a i° n p R Im C4
I, s� `� �' N f n y oho7 $ETiON VIEW 0 CURB OR .CURB$���:I�$ o alj
p SECTION - AA .. pl1 GENERAL MOTES. FILL " X 1 n DEEP m
yLILJI
W .GROOVED OR SAWN
-PLACE.CaNTRACTION J0i AT.10 INTERVALS EXCEPT THAT
A 16` $I±AGINQ MY 8E 'uBED WTIJEW A AI RINE Ia PEED OR WHEN JbIN� WITH JOINT
J M ] �{ a z fit SATISFACTORY SUPPORT 'FOR THE FACE FORM CAN; BE OBTAINED 8EAL.ER " N �
I'I O FRAYS PLAN BEOTIOIy - JJ j °` O WITHOL�" THE USE OF TEMPLATES AT 10, INTERVALS. n � RAD GUTTER = O
Lu m -JOINT �gpACING MAY BE ALTERE6 IF REQUIRED B* 1HE ENGINEER. o � PAVEMENT FACE H
OO tin s.n
-CONTRACTION J0tNTS I�kI BE INSTALLEQ WITH E USE OF SURFACE .� Z
b ia' �l t`F"- -"�1 t•- rr'--r R"-i s'! R ---` '� O TEi1PLATIES OR FORMED OV OTHE1i APPROVED MET�S. o. :a•' = P.a
Z W av
Uri,
_
g >a If-
�
1 .
-If- .-
n _ "
_
11
><
_
�
"
"
g
�+"
CONSTRUCT NON -TEMPLATE FORMED JOINTS'A MIN'. OF 1i¢" DEEP, :o . " " '.o °' ':o :� ''•" - o;:: a . a' :' ' : a -'" r`"
-FILL � C0N8Ti1uCTIQN JOINTS, EXCEPT IN 6"XB" MEDIAN CURS, a'';o. • " _' b ' `•q ' �°� • ' q ' p 'q ` '°: ••°•'o • �0: •°
WITH JO NT FILLER ANf� SEALER. p '
-SPACE EXPANSIION JOINT4 AT 90' INTERVALS AND ADJACENT TO Eq PROP �"� JOINT FILLER
ALL A18' 1D OBJECTS. ,InY •� PAVEMENT
'•
n
"
"
O 1'
T$�n
O'
SECTION KK`
Iwo 2'-11 " I 14 L�f IITUDINAL .iOIMT
I I
$M_ l �LI�D BUTTER
ey 1 OF 8
R BNEET 1 OF 2' 1 OP 9 j- SNOT
i HOOD ELEVATION SECTION - RR 846.01
840.03 840.03 846.01
-DETAIL SHOWING TYPES OF GRATES 2'-11 " 4c*
MQ USE AkCCORDIt!tGi TO WATER FLOlAt. F- Q
�rpr tii 11�1f '"' +�'''n to .02 0 .03 = Do
G-�? ac ti
Z Q ''46 .06 .02 0•� a :v , . s:. 0 : LLaRw
-� M -� ann
O m n n TYPE "E" TYPE 1rFn "T u. �410D, .06 0 • v :o a ' .,
. TYPE O r A 1 I 8�$" O 12rr ''�O n 12" .04 T7-
U� /•Q_ �p�
1-4
• �i WATER FLOW SAG +- WATER FLOW -+-HIRU I J_ I I
�6" N �► • 02 0. . 02 O, 2r _ _
N.i. --_-.. _ - ----_••----...._----_... �o � d •a .a .G.A7LSs,- .. 02 rp•_x�[f_ �M
■i,� G 4 W
B 1 14�" 12 ern 12° ,Q2 J7- v' v. n Y. Is v ' ° ;v !► G
�4 2
-_ ---- - -- - ---- ---_ .____ __ .02 0.02 O.25. .02 NARIIIAL
�r SECTION B-B 04 ' 04 GROIN
tN ----------------------- _ ___ 144 rr .2 " z 12n •�$ In 12" 'W 7" r :v / 03 .Q1\ _ �� �=-Od
WATER FLOW -; SAG WATER FLOW u4. O c'f a .02 = ° a ° -'! ° o v rLL�
F s r. SECTION A -A = I- C.$2 .02 0,8 .03 .ai a
m Al , ., z o . 03 ; 03 - t a4 W
TYPE "F" TYi?E `r E" TYPE r'G" TYPE - w Z F4' 12" . Ai ,► n .00
z 017
4C 0.4 7 12 701
W 7 RAISED KOW ARROW 2 4= rn e a /.D8_ 0 •wW
1 146r HIGH ' ' I w © -" /�D9 m
RAISED F� OW ARROW ' '+�;�$n ��i � 1- p W � '� i>t .02 0.•9I .02 '� 0•26 rV
a � Q. q ' � a a . ;v, a , ti 0 �' a7
14
.. Q -•._
v O 1 A c a 12" . {� x" 12" .00 Q
+'
:x- _ �p C w BERM VARIES 2'-0" 2r-o" x O
2 (% i..rr. � w W �j � 8 D NORI�iAL = L.92 01 '_
,r e 7 hip.
x m o .02 0, .01 01 •02- 0. S .05 9 ` a n fi
O S' r 1nR� 1 n �1 • SC 2 0' 'a o' '° .o ° _ z
Q re ��■■77
1-1 O 12rr . OQ l" / • Q1 /. D6
Z 2r-11 " -- f2 7"
SECTION VIEWS !REECT � $ICN VIEWS OF
1yg" �PIRESSYUIY BU'-TER lK SUPER ELEVATION 2'-6" CURB MID GUMEIR 8UPg9%P_ATION RATES
14r' EGTION A -A jlr,rr
SIMET 2 OF TYPE - F iYPE G SECTION A- rA ET 2 OF 2 MMT 2 OF 8 BINeET 2 OF a
040.03 040.03 846.01 846.01
!4 OIL-
GENERALA aN OPTICKAL MANHOLE 7- �
C
Y •" C CNAIIFEN ALL EXP00ED ,". Q 2i M -1 R w �
USE cuss "e 00KRETE TH110I�g11DIIT. �-+ A A C
p , _ OPTIONAL FONBTRUCTI mmLITHIG POUR 2" M EN. O
,• : "rl X XP ■ I i I © iM4 BM OWLS At 12 CENTEIIB A8 DIRECTEb BY THE 1 •N
■ Q w _ O d
C - _ +- ,( - ro J a y t + 1J6E FE>13 .T D CON97NUCT To BG7TOY $LAB. �"* x Ltl z �!
z w 1rr `� I . a Y. rF RBINPCRCEp CAl1CISETE PIPE I$ BET IN BASE aL/,tl OF 90X, W 1w W i�,� ALH-M ABED ai]TEA OR AS iil
l ` f . ADO TO BABE A$ 0M BTASDAlID N0. a40:00. .r PAY DIRECTED $Y FJIOINEER Vi
--I
9 PR�yw ALt a11RICT10N BORE$ p 'p $'-s" IN DEI m WITH sTEPs '> � A� Lnim `
CENTERS IN i1iT0 ETD. NO. 840.". r X y - PA IYI /tea r,/yN1
J� \ 1 aY a.y } iI•• Q
■ r .� a ��r ti i:' 41.
8 �" AD {IXfT 7ME STEEL CONCRETE AND BRICK MASONRY pA�TxTIED z i y 1�,Nj 1 " { i, : ( P/ Y`-0 1\ PLANE} a
TD INCLUDE TIME 4OITIDN OF THE 11ANNOt$ (t.B. D�IA40FIA1 BARB . r;yr^ '{car ' �', f`'•FE'
} j SM STANDARD .00. 84 "C 814*1 111 AM= DPEIIin IN TCP 81JIB, ADDITIONAL' VA AIW k r M, , y / �,�, � � ,
I N. MIA HM CDYL9S i FRW MEIDNT+BRM MABCMIY. OPENING .IN TOP 84Ap. j � + +.". t r
OPT 01IAL ACED �'r �' ;��`*��:% r;F OAITTETi7y? • - - 2`-0" `� FAGE OF OURS
PLAN VAX, DEPTH DF THIS IiTAUDTDAE FNOB TtiP of earral rD TCP +' `^ x �� 4'•0
MAtION I$ 12 FEET. t,< 'Xc •" �y •r ,
�DRiiYO s+Lv 9E tiBEO - <�� i �i•Y =}
TO ADJIIBTRRI!$ T c
" ELEYAT ON 1fAX: V L-N-A
rs: m ""MY WI'IN ImIIIEsmy GuTTIR TWBITIMr MAY WITH 2'-6" CURB AND GVrM
p O P EW F TYP U fr
CD
^ = I ` r OUTLET PIPE ■ Lu _ �..
N
i'�" "gy m' I' d EORFIf - 1X w Z a � ca x IN!
o IHr n ■ SECTION 1
f IF
PNEL
c SECTION X-X - o m �2 � 12 G.o4` fg o in ad
- �F' °•
aft
�o r Cf
z�M.
At
FI1v�
x
StCTION Y-Y
E2T � T
7 1'� � VARIABLE - 10' BUQOESTE'D VARIABLE - 10' SUMESTED z
tg p w s1 AY- YUT"Tlilnmwm ME 2r-6 dills s 91i'I'Tllt ,� i i
�v ■�n* p "Wjp F ■
LU y EOM OF PAYEW f Cr 1O TO 12 • .o & v
1 "
A mmoloM N1O.MOIST M JSIMT
PLAN VIEW OF TRANSITION
DIY` BUTTIEP TO 2`-6" mmR AND aurrm T1RI TRANBITIOl1 FRau ' 0" CONCRfTg EXPR UNAY R{ITTER To W-$" Comm
ct" AND OiiTTER, PLAI;E " EXPANSION JOIILTS AT 25 INTERVALS.
-PLANE fIJR00Y6 JOINa.IS i° DEEP"AT i:r'-$" IMERVAW BE7IMEEN EXPANSION JOINTS:
SHEII T OF -1 ET S OF s JOIIM WITH AAP 1RROVW JOI1lT NAMLIN3PC8MOM.QIW w t" o LION
$44.31 8+ 0 410,11 846.01 a04 a of S
PWMIGW AND OMSNTITIE$ FOP CONCRETE JUKTION BOXES
OIYEMBIONA of E07L A#A
PIPE
R6INFORCE110i�
BARS "A"
DIIBiBI0N9
CUBIC YAIRI9
d sox
TOTAL OIIAxrITIE$POUCTIOIf$
BDX ABf 8LA88
FOPt ONE
PIPE CIi.YDB.
PIKE
SPAN'
wmirm
HEIGHT
D
A
B
H
NO.
LENGTH
E
F
TOP
SLAB
BOTTOM
Iwu
q,
I"
REINF
GU. IDS.
HIS. "H"
C.B.
R.G.
le
O
2'-0"
9'-$■
i2
916i r
W-0"
V.0" `
0.1a7
0.1a7
0;145
22
D.7a0
'Q.01s
0.'024
lb,
2'-s"
2'-8"
2'-a"
I2
$'-0''
W-8"
B'-a"'
0.190
0.196
0.204
24
0-M
'0.029
0.0"
19'
2'-s"
9'-!"
W-01
44
W-$1'
8'-6"
$'•8r !
P-Wr
0.227
0.292
$0
1.088
0.093
0:049
24"
80•0"
8'-01,
W-$"
ie
9'.9!
4'-0"
4'-W i
0.298
0.'28A
O.=
40
1.434
0.00
O.OSB
80:
W-e
W-a"
W-E"
19
448
4'-B"
4'-a" I
0.870
0.87E
0.29a
51
1.060
0.092
0.1"
it
4'-0°
4+-O"
W-B"
90
W-97
W-0"
W-V
0.40
0.469
0.43
84
2.041
0.182
0.1T8
49°
4'-s'M
4'-a"
4'-9"
>!4
8'-$'
a'•a"
51•8° `
0.00
P.580
0..970
77
9.aia
1I.1w
0.20
40'
e'-4"
W-4"
!i'-8"
O!1
V-9"
8'-4"
s'-4' '
0.74E
0.74$
0.4Q7
111
$.e2$
D.28a
0.017
W-
s'-tar
B'-10"
W-00
28
V-7"
a'-1p"
B'-ie �
D.a06
C.M
0.444
In
4.2s8
C.297
o.t41
007
W-s"
W-$"
W-$"
90
r-8�'
r-q"
T•a° :
1.OU
1.042
0.441
14d
a.OBD
0.$•7
o:4•B
ad!
r-1"
r-1"
W-9"
SHE
7'-16"
W-1"
8'•1°
1.210
1:210
O.S18
1�
a.91T
0.444
0:5d
RIs
ELEVATION
r I
t
s%INVERT
4.
IV
STANDARD MANHOLE RING di: COVER
- 2X4XB CON4RM BRICKS
AND GRDUTIF"NEEDF�
(IV MAAMUM) TYPICAL MH FOR STORM SEWER
- PRECAST RISERS
PIPE SIZE
MH DIAMETER
12-2e,
30-42"
5'-O"
48"
s'-O"
54"
8'-0"
"AND. HOLD
SWOLAR TO MANHOLE STEP
1 /4
DROP RUNG MAf1HOLE STEF.
1
f$ DEFORMED GALVANIZED REBAR
12` C-C WIDE RUNG
3 1/2" EMBEDMENT IN WALL
PRECAST ECCF31TRIC CONE
RUBBER GASKET AT ALL JOINTS
23 1
PRECAST RISERS
AS REQUIRED
COMPACTED BACIiFILL
a" MAXIMUM LAOSE Le�T huCicNEss
AT LEAST 9M MAXXMUM DQ�i51TY
BASE
/P.yR�E�CAST
0MCRETE CHANNEL
FLAT TOP MANHOLES ARE ACCEPTABLE
7/8"
2 7/8"
COVER 120 Ibs MINIMUM
WHEN NEEDED. 25 1/4"
GRA BACIOiIl. FOR PIpE B®DINO • �� �� �� \ %\ %'
8' PPACTED bEPTH MINIMUM ACTirD SU ADE
AT 9Ils fl(AIpI81M DENY $" COMPACTED DEPTH MINIMUM BELOW WWNG
AT LEAST M MAAMUM DENSITY
TYPICAL STORM MANHOLE DETAIL
NOT TO SCALE
_-
a.i 'a. •!.�'•�: ..•y .�� •� ++�• .`.� a .t �+•
GRADE WITH GROUT com. SEG110N `'B-B"
TO DRAIN
JUNCTION BOX DETAIL
NOT TO SCALE
1 /N � �---- 22 1 /4"-------
--24
FRAME 182 Ibs. 33" -
MANHOLE FRAME AND COVER
HOT TO SCALE
S PROJECTION OF PIPE ABOVE • S LINE
or -TO. OF FILL H
'I j/i/�`i%-r '•'a.'�• :: is+�/�/'r ���{
f�'�/'r/':/��! iis.i`ia,`i' •'i::i' i r i i r
' .�
I a a , • Via,•, ♦ /�
\ • ♦'.
GROUND
BEDDING
MATERLAL
MIN. 1/10
NO
II`
PMERWASE UNSUITABLE
PIPE PROJECTING
.• + w 9 GROUND LINE
a - a • - 1
/,a � a a �� � •� a1, a a a ♦ a ♦ a•a ♦ 1! a•:: i r::fa1•1•�- ~` jai /;�'� ♦ter. >: •: • 1� {++� �'• y!.�Y]��•.; �a. ,
/•a'i as • • i . � a • a's i • • • .�i=i �.•a-
:ah � ::1 : ♦ •'•••: ••1•• i•: t- • a 1 •i a••••ia• i•:
1•••1 i•1*:1 <'� �a•1•1•• i•1a� 1• �• i•: naaaa � i
F'a 1 1aa•a•a .. . •,a••••♦•• aa•a aaaa♦
:nlr
MIN. 1/1 O D -J
X FART
FIRM BEARING SOIL
OR DEPTH SHOWN ON PLAN
FOUNDATION SOFT, YIELDING OR
INSTALLATION OF PIPE
CULVERTS AND STORM SEWERS
NOT TO SCALE
TANGLEWOOD PARKWAY' SH:
ROADWAY 5 OF
& STORM WATER
DETAILS C(.L�•y''sr�,,
ELIZABETH CITY, NQRTH CAROLINA
SCALE. DRAMMN: CARD RLE: TWOODPM MASTER JTIL 40 %••
N.T.S. KPO kF
CURRENT REVISION: '-.�� ''•,,°,,,'A� it
�T
PROTECT NO: DATE. REVISIQN ,,'•rJ•>•11�
TWOOD $/7/06 DATES 004
Me
201 Lane Drive
SOLUT�_� � EEAizatieM c;�, NC,27�49
IP
Fl"i• 252: 2f4-3222
Fax; 2.52-A 4-3022
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c NOTES:
mw' $
N>i CONSTRUCT STANDARD SIDEWALK b' WIDE AND
4 HICK UNLESS QIiERWI$I: DIeNOTD ON PANS.
" PLACE A GRQOVE JQ NT 1" DEEP WITH 4" f1ADII
x.=+ r,n IN JHE CONCRETE S DEWALK� AT b' INTERVAL1.
�w� ONE'It" EXPANSION'JOINT WILL BE REQUIRED AT 50'
INTERVALS. A It" EXPANSION JOINT WILL`13E RECE)IRED
y WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.-
SEE STD, M. 80t.05 FOR WHEELCHAIR RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION OUIDELiNS.
" JOINT WIDTH JOINT FLL.ER
T SIDEWALK THICKNESS
TRANSVERSE EXPANSION JOINT PLAN VIEW
IN SIDEWALK
„ EXPANSION JOINT t:
FILL h" WIDE x � DEEP iiROQYI
SAWN JOINT WITH JOINT
BUILDING,/ SEALINQ COMPOUND
WALL, ETC . %" RAD 1�" RAD
co
/ p�,A. P'..e• •p•,.j' P:•A•P'•e• '-V. i. S. V 'v. Y - •r. V
p?.e' p;.A'r' p'�..e'-'•/ .•A'•' P:.A'
/ PROPOSED ' 'P' • ' •4' •P' .P' .P' ' ' .P- • .P• • .P'
PROP. CdtO a ' .. ¢.'r'. -r',
/ SIDEWALKFAVEMENI
DETAILS $HOWINO JOINTS IN CONCRETE SIDEWALK
OR
R M - - -- --
L�L r
J N
CA
=
rn
M
CIP
9
v
W
N
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a'_k'TI
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a'�•
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a'.�ii
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M�M
6 - x-
Z
8 ". DMAMCE "M PROKT EDGE OF SIMPIX
900
+q
TO TACK POINT OF 13<t1. Ri.as�N 6LQPi.
J Ci
' RAW OF loapoem D WAF MWIN 1�oR ALL
Z
O
•• NOnrl6ao FOR
A
. wo 00�
W
848.011
840 ° Ul U41 5. Q5
141
iMJ���MI
OUTLET W/DITCH
OUTLET W10 DITCH
D
GLASS RIP RAP
CLASS
I RIP RAP
CLASS `B' RIP TRAP
I RIP RAP
TONG
F,010
S.Y.
TONS
TONS
S.Y.
TONS
12"
2
5
5
.2
5
1
4
2
1
4
16"
2
7
7
3
7
1
Ni
3
2
8
18
3
10
9
4
10
2
7
4
2
6
24"
5
14
18
7
1 N3
3
11
7
4
12
30"
8
21
21
11
22
5
18
11
7
17
38"
11
28
29
15
30
7
22
i6
10
23
42
15
87
89
2Q
S9
1O
28
22
13
SO
46"
-
49
28
5D
-
-
28
17
36
54"
60
33
82
-
-
36
21
47
73
40
75
44
28
s6
861
E7
1 48
89
-
-
54
32
87
1 102
1 57
104
1 64
38
78
C
H
FOR CATION PURPOSES
CLA88BRIP RAP = 100 LBS./FT3
O
m
- ^ - - - - - - -
CLASS I RIP RAP ■ IDS L88./FT6
m
0
2X
B
1N�
A
PLAN
VARIES
(V MIN:
SEIE PLAN
NOTE.-
1. MARKINGS FOR STREET SHALL W ACCORDING TO REQUIREMENTS
AS OUTLINED IN SECTION 38 OF THE MANUAL ON UNIFORM TRAFFIC �
CROSSWALK MARKINQS
M.T.S.
TYPI PA!&MENT 5ECTION
N.T.S.
LOCATE ENDS OF CROSSWALK
AT EXISTING AND PROPOSED
PEDESTRIAN RAMPS (TY"
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PIPE OUTLET WITH©UT DITCH
NOTE: POSTED SPEED
LIMIT TO BE 35 MPH
1" SP 9.5
2" SP 12.5
r ABC STONE 'COMPACTED
0 98% STANDARD PROGTER
TYPICAL CURB
AND GUTTER
48"
24"
SECTION B-B
1fA1N1 rim Gw TMI
IrIDN
SECTION A -A
NOY6t A ►O& W Or OM In .,Wl4
IKY OCIl9D OUeiI06 T�RR1W1.
c+o- ,un. rL M R11""I
�#ONINB TYPICAL L
H DETAIL SHOWING TYPICAL LOCATION OF WEELCHAIR RAMPS
P_EDEBTRIAN M 510PM000 ALLOWABLE LOCATIONO
DUAL RAID RADII ... ........ ANY
DIABDNAL RAMP RADII...MAX. 26'
PROPOSED 111EELCHAIR RAMP (DUO)MAL RAMP I8 NOT
MET 2 OF S PROPOSED OR FUTURE SIDEWALK PONISS115LE P"OR NEW O N3TRIlCTION)
846.05
v NOTES:
N' 1. CONSTRUCT THE WALKING SURFACE WITH SLIP RESISTANTANCE AND A CONTRASTING COLO(i To THE SIDEWALK.
2. CROSSWALK WIDTHS AND CONFIGURATION VARY BUT MAST CONFORM TO TRAFFIC DESIGN STANDARDS.
~' M4 S. WORTH CAROLINA GENERAL STATUTE 136-44.14 REQUIRES THAT ALL STREET CURBS BEING CONSTRUCTED OR RECONSTRUCTED FCRL MAINTENANCE
O 1.2 m PROCEDURES' AN TRAFFIC OPERATIONS, REPAIRS CORRECTION OF UTILTIES OR ALTERED FOR Y REASON AFTER BEPTERBER 1 4973 SHALL
PROVIDE WI ELCHAIR RAMPS FOR THE PHYSIULLY DISABLED , AT ALL 5WERBECTIONS WHERE BOTH an AND GUTTER .AND 8IkWGILRCS ARE
x •vet PROVIDED AND AT OTHEP POINTS OF PEDESTRIAN FLOW.
c7 IN ADDITION SECTION 228 OF THE 1973 FEDERAL AID HIGHWAY SAFM ACT REQUIRES PROVISION OF CURB RAMPS ON ANY CURB CONSTRUCTION
AFTER JULY 1,1976 WHETHER A SIDEWALK 18 PROPOSED INITIALLY OR 18 PLANNED FOR A FUTLME DATE.
'e THE AMERICANS WITH"DISABILITIES ACT (ADA) OF 1900 EXTENDS TO INDIVIDUALS WITH DISABILITIES. 000PREHENSIVE CIVIL RIGHTS
PROTECTIONS 81MILIM TO THOSE PROVIDED TO PERSONS OW THE BASIS OF RACE, SEX,=NATIONAL ORIGIN AND RELIGION UNDER THE CIVIL
RIGHTS ACT OF ION. THESE CURB RAMPS HAVE BEEN DESIGNED TO COMPLY WITH TITLE III OF THE ADA BECOMING=EFFECTIVE
JAANUAARY 28, 1992. THE ADA REQUIREMENTS FOR DETECTABLE WARNINSS ARE SUSPENDED EFFECTIVE WAY 19, 1994.
4. PROVIDE WHEELCHAIR RAMPS AT LOCATIONS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. LOCATE WHEELCHAIR RAMPS
AS DIRECTED BY THE ENGINEER INHERE EXISTING LIGHT POLES FIB HYDRANTS DROP INLETS ETC. AFFECT PLACEMENT. WHERE
TWO RAM ARE INSTALLED PLACE NOT LESS THAN 2 FEET OF �ULL HEIGHT CA BETWEEN THi RAMPS. PLACE DUAL RAMPS
AS NEAR PERPENDICULAR TO THE TRAVEL LANE BEING CROWD AS POSSIBLE.
M 6. PAY FOR ALL VARIABLE DEPTH CONCRETE USED FOR CONSTRUCTION OF WHEELCHAIR NAMPO AS CONCRETE WHEELCHAIR TRAMPS. (60. YOB.)
6. PAY FOR ALL DEPRESSED CURBS AT WHEELCHAIR RAMPS AS THE TYPE CURB AND GUTTER USED ADJACENT TO DEPRESSED CURB. (LN. FT.)
1r� 7. SUCH PRICES AND PAYMENTS I8 CONSIDERED FULL COMPENSATION FOR ALL MATERIALS, LABOR, EQUIPMENT, TOOLS AND INCIDENTALS
NECESSARY TO SATISFACTORILY COMPLETE THE WORK.
(A S. DO -NOT EXCEED 0.08 (12:1) SLOPE ON THE WHEELCHAIR RAMP IN RELATIONSHIP TO THE GRADE OF THE STREET.
g 9. CONSTRUCT WHEELCHAIR RAMPS 40" (3'4") OR GREATER FOR DUAL RAMPS AND SO" (3'-0") OR GREATER FOR OiASONAL RAMPS.
m i 10. USE CLASS "S" CONCRETE WITH.'A SIDEWALK FINISH IN ORDER TO 08TAIN A ROUGH NON-SKID TYPE SURFACE.
3 a 11. PLACE A 1t" EXPANSION .JOINT WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE CURB AND AS SHOWN ON STD. DYNE. 848.01.
12. PLACE THE INSIDE PEDESTRIAN CROSSWALK LINES NO CLOSER IN THE INTERSECTION BY BISECTING THE INTF.ABECTION RADII,
WITH ALLOWANCE OF A 14 CLEAR 'ZONE IN THE VEHICULAR TRAVELSkY YMEN O+NE� RAMP IS INSTAL,LFD. (SEE NOTE 17)
13. COORDINATE THE CURB CUT AND THE PEDESTRIAN CRC)SSWNALK LINES 80 THE FLOOR OF THE WHEELCHAIR RAMP WILL FALL WITHIN
,j THE PEDESTRIAN CROSSWALK LINES. PLACE DIAGONAL RAMPS WITH FLARED SiiiES 80 24" OF FULL HEIGHT CURB FALLS WIHTIN
THE CROSSWALK MARKINGS ON EACH SIDE OF THE FLARES.
G 14. CONSTRUCT THE PEDESTRIAN CROSSWALK A MINIMUM OF 8 FEET. A CROSSWALK WIDTH OF 10 FEET OR GREATER 18 DESIRABLE.
15. USE STOP LINES NORMALLY PERPENDICULAR TO THE LANE LINES *IERE IT IS IMPORTANT TO INDICATE THE POINT- SE14INO.WHICH
VEHICLES ARE MQUIREO TO STOP IN COMPLIANCE WITH A TRAFFIC SIGNAL., STOP SIGN -OR OTHER LEGAL. REQUIREMENT. AN UNUSUAL APPROACH
SKEW MAY REQUIRE THE PLACEMENT OF THE STOP LINE TO BE PARALLEL TO THE INTERSECTING ROADWAY.
18. TERMINATE PARKING A MINIMUM OF 20 FEET BACK OF PEDESTRIAN OIQBSWAL.K.
17. PLACE ALL
PAVEMENT THEEDERAL HIGHWAYY AIN �DMIN�IS'TTRA71ON E WITH � THE NWTLATEST H ION OF THE MANUAL OF CAROLINA SUPPLEMENT TONIFORM THEE MUTT IC CONTROL DEVICES (YUTOD)
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NOTE:
RIGHT/LEFT TURN ONLY
I. WORDS AND ARROWS FOR DRIVEWAYS SHALL
REQUIREMENTS
AIN
PAVEMENT
MARKINGS
AS OUTLJNNEDPLIED
SSECTIION 3 TE
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OPTIONAL. C001MUCtION JOINT
ELEVATION
SLOPE AS INDICATED ON PLANE
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END ELEVATION
f4•LW
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DOWEL
BAR•"Xrt
DONELS IN ENDWALL WITH REINFORCED CONCRETE PIPE
PIPE
BINDLE PIPE
DOUBLE PIPE
LOC.
pIA.
IV
16"
24"
SO"
88"
- 42"
40"
16"
1B"
24"
80"
U"
42"
48"
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2
2
2
$
S
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2
2
3
3
4
4
6
$
2
3
3
4
4
6
TOTAL LSE.
S
ii
14
14
Is
66
86
12
12
19
18
28
77
02
DIMENSIONS AND CONCRETE OUAWITIEB
USING CONCRETE PIPE
COMM Dl1dWION8
SINGLE PIPE
DOUBLE PIPE
0
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L
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16"
W-S"
V-B"
W-8"
414"
91t"
6'-6"
0.7
2'-2"
7'-8"
1.0
18"
W-7"
1'-10"
G'-2"
th"
10"
W-4"
1.0
2'-T°
8'-11"
1:3
24"
4'-2"
2'-1"
4'-0"
3"
10"
8'-0"
1.6
6'-6"
11'-6"
2.0
3p"
a-O"
2'-6"
4'-70
i14"
111¢.
8'-2"
P.S
4'-S"
13'•6"
3.1
Us
e,8"
W-B"
6'-6"
4�,L"
i1L¢"
11`•0"
3.4
6'-0"
16'-0"
4.6
42"
6'-2"
3'-1"
W-4"
514
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4.6
6'-10"
18'-8"
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3t_5X
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5%"
11 "
14`.4°
6.0
6'-6"
21'-0"
8.0
*an SHEET 3
Is USED).
END ELEVATION
SLOPE AS INDICATED ON PLANS
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#4-BARB
DOWEL
- ir-irXX
DONELS IN EfD TALL WITH 0. S. PIPE
LOC.
PIPE
DNA.
SINGLE PIPE
DOUBLE PIPE
i6"
18"
w-- Isis
S6"
42"
40'
16"
16"
24"
SO"
36"
42"
40"
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1
1
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2
2
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2
2
8
3
4
4
6
2
2
3
S
4
4
6
TOTAL LRiS.
G
1:
14
14
IS
53
62
12
11t
16
1fi
2$
73
68
DIMENSIONS AMD7 CCNCRETE a"TITIES
USING CORRUGATED STEEL PIPE
001610N
6INGLE PIPS
DOUBLE PIPE
O
N
B
Q
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M
t
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16"
8'-4°
1'-8"
21•6"
W-0"
0.7
1'•11"
0'-11"
1.0
18"
9'-7"
1'-1D"
2'-11
6'-10"
1.0
2'4"
S'- IN
1.2
24"
4'-1"
2'-1"
W-6"
7'-4"
1.4
9'-0"
10'4
1.8
30"
4'-7"
2'4"
4'-6"
8'-10"
2.0
W-9"
12'-T"
6.7
G8"
5'-1"
2'-7°
W-2"
14'-4"
2.8
4'-6"
4'-10x,
3.0
42"
8'-7"
2'-1O"
6`-11"
V-10
3.8
6'-3"
17'-1'0
6.0
13'-4°
4.2
6`-0"
-ate aHEET a
GENERAL NOTES:
CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
'LACE 9 #6 "Y" BARS IN THE TOP OF'ALL ENDWALL FOR PIPE CULVERTS 42"
AND OVIER WITH A MINIMUM OF 3" COVER AND LENGTH OF: 6" LESS THAN
ENDWALL LENGTH.
CONSTRUCT BOTTOM SLAB WITH FORMS.
DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS
ACCEPTABLE, BUT I$ USED' IN COMPUTINGG ENDWALL QUANTITIES.
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM
OF THE. PIPE, PLACE BAR "X" DDWELS IN THE BASE AS SHOWN ON PLANS.
E SPACBARS APPROXIMATELY ON 1=2" CENTERS UNLESS OTHERWISE DIRECTED
BY THE ENGINEER.
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE .BOTTOM
OF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH.,
USE CLASS "B" CONCRETE.
UENIM& 80TES•
1. ALL WORK WITHIN THE RIGHT-OF-WAY SHALL COMPLY TO THE 5• ALL DIMENSIONS ARE TO FACE OF CURB, EDGE OF PAVEMENT. AND
STANDARDS AND SPECIFICATIONS OF NC DOT CENTERLINE OF STRIPING, UNLESS NOTED OTHERIMSE.
2. ALL PERMANENT" MARKINGS WITHIN THE NC DOT RIOT -OF -WAY SHALL BEE SHADED AREAS REPRESENT NEW PAVING WITHIN THE NC DOT
THERMOPLASTIC. AND SHALL CONFORM TO LATEST EDITION OF NC DOT RIGHT-OF-WAY OR FOR THE PUBLIC STREET.
SPECIFICATION SECTION. 1205.08. 7. ALL DIRECTIONAL ARROWS WTHIN THE RIGHT-OF-WAY SHALL BE
3. TEMPORARY MARKINGS, IF ANY, SHALL BE PAINTED. WHITE, SHALL, CONFORM TO MUTCD STANDARDS, AND SHALL BE
4. EXISTING STRIPING WITHIN THE RIGHT-OF-WAY THAT IS TO BE THERMOPLASTIC CONFORMING :TO NC DOT SPECIFICATIONSECTION 1205.08.
REMOVED SHALL BE GROUND OFF. EXISTING STRIPING NOT SPI`gFICRLLY 8. CONTRACTOR SHALL RELOCATE/REPLACE All EXISTING ' SIGNAGE BEHIND
NOTED FOR REMOVAL AND MODIFICATION MALL REMAIN. THE NEW EDGE OF PAVWE NT IMMEDIATELY AFTER REMOVAL.
838.01
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TANGLEWOOD PARKWAY sHw:
ROADWAY
& STORMWATER
DETAILS •1'°''o�'`�.
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P
ELIZABETH CITY, NORTH CAROLINA
•
NcIa a DRAWN: APPROVED: CADD FILE: TYIOODPKWY MASTER AL 00 e y t% Q`: t �.* ,
N.T.S. KPO RF CURRE NT REVISION: Nees •'••••N•�'•Q4,±;
fee T+ 1��+
PR0.XCT NO: DATE
TWOOD 8/7/06 TNT
Cz2W Lane Drive
E SOLUTIOn ; 5 2
AYa. pry«ems � � f FaX 252 264- W22
' -r - . �. i..- •-.•-c F,.r
7,,._,;..
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PUBLIC R/W PRIVATE PROPERTY
Pipe shag be sealed at t hose locations shown on the plans and at the termination of the Workday vejth standard plugs normally used for the size and pipe material required on
GRAVITY SMITARY SEWER SPECIFICAITONS this E>rojerd-
WYE M BE 97UATED ENTIRELY
OUTSDE THE PUBLIC R/1Y CLEANOUTS:
THREADED PVC CAP GENERAL:
GRADE O p O The Contractor shall furnish all tabor, material, Rquipment; and supplies, and shag performs all work necessary for the installation of the Cis outs shag be constructed as shown on the construption dm*gs.
CAST IRON VALVE BOX 8" TEST PLUG pipe and related appurtenances.
W/ HEAVY DUTY IA1 MARKED "S" w/ WNiG NUT PA T / / // / \� /` \,/, �/� �� Work wig not be acceptecj until all tests are completed and the neceasery backflling {under all items), has been completed SEPARATION OF WATER MAR+IS AND SANITARY SEWERS:
ASPHALT DACE \/\\\f \\ J, \\'�\,\\/ /\ / /\ //\ ��
satisfactorily. Any section of any pipeline that is found defoadve In mptedd, alignment, grade or joints before acceptance atoll be
,,\\ /�\ �\ * ` .\\ Lateral Separation of Sewers and Water Mains.
corrected to the satiatbction of the Engineer
and the
BASE COMB. WYE AND Owner. Water mains tf I be laid at Ins 10 feet laterally from existing or ptoposed sewers, unless local conditions or barriers prevent a 10 foot lateral separation in which case:
MA7ER1ALq igCTm 22 1/2• VEND 1/8 B Gravity sanitary sewer, manholes arld related faodgties shag be constructed as shown on the drawings and with materials specked
BRICK 417 below. (A) The water main Is laid In a separate trench, with the elevation of the bottom of the water main at least 18 inches above the top of the sewer; or
PLU7EGGEIRARY (B) The water main Is laid In the some trench as the sewer with the water main located at one side an a bench of undisturbed earth, and with *a elevatichll a the bottom of the
v CONCRETE 1•...D- 1•-0-
PIPE MATERIALS: water main at least Winches above the top of the sewer.
PVC OR 00tr IA71ON HMO OR CP r SICK 40 PVC DWY SEINER Crossing a Water Main truer a Sewer.
FTTM w�%ts" /RAtipi t� O 1X MIN. SLOPE. 8" pipe materials may be ductle Iron pipe, or PVC plastic pipe, 4' and 6" servico lines shag be PVC. Ductile Iron pipe shaO meet the g
ASTM A746 i3tandard, and be opated inside and outside with a flexible bituminous coating of 8. nil minimum. AN ducdle Iran
f4liWgs shall meet the requirements of AWiVA C 110. Ail fittings shag be molded or fabricated from the same rripEeriai as herein before Whenever: it is necessary for a water main to cross over a sewer, the water main shag be laid at such an elevation that a bottom .of the water main is at least 18 inches
VAI
specified. Primer for solvent weld shag be MEK In accordance with ASTM D 2238. above the top of the sewer, unless local conditions or barriers prevent the 18 Inch vertical separation -in which case bath the water main and sewer shag be constructed of
ferrous materials and with joints that are equivalent to water main standards for a distance of 10 feet on each side of the point of crossing.
SEWER MAW
SIZE V .CAST NEON PLUG OtAVIn, SEPVC pie and fittings shah meet requirements of ASTM D3034 and have a minimum wall thickness classification SDR 35. pipe with
w/ RUBBER CASK" � FULL LENGTH OF THE SERVICE DITCH 5HA11. BE COMPACTED IN 8' IJF iS Crossing a Water Main nder a Sewer.
VtI1H A MEt3iANECAI. TAMP.. bilateral bubbles, arts tx sups on Ithaito or outside surfaces, which appreciably damage the wail thickness, or other Impetfectiorhe g ►I
2. FOR PVC RISTALLATIONSII, SADDLE AND SEND MUST BE BEU 0 WITH #67 STONE. which Impok the peufonnAnoe or hie of the pipe, shag be rejected.
22 1/2• 3. THE FIRST MID TO OCCUR BEHIND THE CURB IF APPLICABLE. Whenever it is necessary for a water main to cross undet a sewer, both Ore water main and the sewer shall be constructed of ferrous materials and with joints equivalent to
4v THE LOCAARII OF THE NSS CLEANiOUT, AND U THE l`ND 111 PIPE PVC a and fitiin shag utilize an elastomed g gels job water Train standards for a distance of 10 feet on each side of the ant of crossing. A section of water main per g.
STD. SANITARY SEWER MAIN L.I N E �� � � MAYBE VARIED : � NECESSARY DUE ,>o UNUSUAL coNDI'nONs DR p� � � o-ring kited joint assembled � accordance with the ManufaCthrler'8 I� g. pipe shag be centered at the inn of txasafn
DEPTH. BY THE CITY OF ELIZABE7H CITY PUBLIC WORKS DIRECTOR, recommendations, resulting in Watertight seals. Sewer Manholes:
STDPVC wile branches, bend's, pipe stoppers and other fittings shah be manufactured In accordance with the same specifications and
CLEAN 0 U T & CASTING BASE shall have the same UPVC SANITARY SEWERd#d*m, depth of socket, and annular space as the pipe. In wye branches the angle of thte wye shad be not less No wafer pipe anal pass through or coma into contact with any part of the sewer manhole.
NO SCALE SERVICE - CONNECTION., (4than 0degrees. Adapters she# be provided to mate wye branch to sewer house service piping specified hereh. Wye branches shah
be complete pipe sections. Saddles will not be ACCEPTANCE TESTS.
NO SCALE permitted for use.
General: AN occeptance tests and testing procedures shall be in accordance with the most recent municipal, sanitation district and state standards and policies.
Bowed sections of pipe will be unacceptable and installation of pipe which has bowed, whether or not the bow has been corrected will
not be allowed on this project. Alignment Test: Auer proper placing or baekfdl around two (2) feet above pipe, inspection and mirror tests must indicate proper alignment and freedom from emplacement of
Pipe.
PIPE INSTALLATION:
3 - 1"0 HOLES AN ductile Iron pipe and fittings s hag be installed accordin'p to the requirements AW/VA C 000 and C111. ASS truss pipe and fittings Infiltration and Exti tration Tests: Upon completion of sewer, infiltration tests under normal ground water conditions or exfdtration tests in dry trenches shag indicate It hat
AT 12W shall be Irwtahoad according to ASTM D2321 and the recomrnendatiolns of the rr)anufacturor. AN PVC pipe and flhinp shall'be installed leakage does not exceed 100 gallons per inch ail diamaier per mite cif pipe per 24 hours period. Tests shah be conducted by standard methods in the presence t>f a Utility
TYPICAL LFIING DEVICE according to ABTM D2321. Inspector/Engineer. If flaw of water is In excess of the allowable Omits or if unacceptable leaks are encountered, the Contractor shall repair or reb*, at his expense
those sections of the sewer which are faulty. The tests shag be repeated unig the actual leakage is less than the specified allowable rate.
Pipe laying sho # proceed up grade with the spigot ends of bell and spigot pipe poidirhg in the direcsloh of the Row. Each pipe shag be
1" LETTERING 28 1/4" t 3 laid true to line and grade in such a manner as to form a close concentric joint with the a in Deflection: ifndtin the use of PVC pipe, the maximum ahawable deformation and deflection shag not exceed 5 % of the inside pipe diameter as verified b testin with a
RECESSED FLUSH • %a' � djoin g pipe and to prevent sud�erh ofdsets commercial produced o Ina d p� . p p Y 9
zs 1/4 j� of the Row line: Proper precautions shah be taken to keep lire irterigr of fire pipelines free horn IY t� asl �" eflec�n device after the back�np has reached 95 /o compaction as determined by soli
26" �"A' SUSCR ,DE all cited and soperRuous materials of every description as the work progresses) and any joint mate", dirt, stone, or debris shall be compaction teats in accordannce with ASTM D % 98.
removed from jhe line before accepterxae.
A A �� Test VerdRcatipn and Frequency, Tests "be conducted in the presence of the Inspector or Engineer and as directed by the Inspector to Insure compliance with the
COMPACT � Trenches shall be kept free from wader until the pipe joi Ing mWeriell has set and pipe s hall not be laid when the condition of the specifications. If The flow of water is In excess of the able Omits, or if leaks of appreciable size are encountered, or d there Is evidence that the pipe is cracked, broken,
GASKET IN VERTICAL. STANDARD PROCTOR deformed or elected the
FACE COVER 2#* 7 1 2" trench or the weather is unsuitable a for such work. At al I times when the work Is not In progress, open ends of pipe and fittings shall
/ be securely y closed to the satisfacflipn Contractor sholl repair or rebuild at his expense, those portions which are faulty. The tests will be reheated until the actual leakage is lees than the specified allowable rate and
RING GUST BE A�IORED CAREPARML AVaC15C ANICALLY of the Engineer so that no trench water, earth Apr other substance wig enter the pipe. Adequate backfill shah be deposited on the pipe until there is evidence thfrt further breakage, deformation andrar deNerdion of pipe will not occur.
IN ACCORDANCE W S-25 awTML ' to prevent floating. Any pipe which has floated shall be removed tom The trench and be re-leld with new material as directed by the
SAND METHOD OF MEASUREMENT APID BASIS OF PAYMENT:
Engineer and at the Contractor's exl#ense.
3' 1. S SAND Payment under the terms of to contract shot be based an the lump sum price. A partial payment vest be made on an approved schedule of values and a certificate for
Sm if the maxitnum wkkh of the trench at the top of any pipe line as specified in the earthwork section of these specifications Is exceeded payment sho*ng the astimale of ttlie work performed during the preceding calendar month or work period. The contractor will submit his monthly estimate on or before the
34' HAUN 6 for any other reason than by order of the Engineer, the dontractor shall Install at his awn expense, Ouch concrete cradle, encasement 2" of the month.
(a A A tI/8" STAINLESS STEEL ROD ,.•:•,.• 'r r:. ; r , ; f PIPE GRADE or other beddrrig as may be
4' BEDDING '' '"
required by the Engineer to support the added load of bacM.
M . six C,Eidt M 8" O.D. 8' MANFtOLES:
MAX. SIOE CLEARMICE 12' O.D. 12" The Contractor shall install drop conpections at manholes where Indicated on the drawings or where directed by the Engihser. Drop
„ „ : PIPE connections shall conform to the details as shown on the drawings.
0P OF COVER SECTION A --A
SECTION The drop pipe Ind fittings and part of inlet sewer shag be encased In concrete as shaven of the drawings. Mihiriumn compresI
ao SCALE strength of the concrete shad be 300 psi. EROSION AND SEDIMENT CONTROL PLAN NOTES
STD. MANHOLE RING �TRENCII REQUIRING SHORING AND BRACING, DIMEWROM SHALL Gravity sanitary sewer precast manholes shag be joined at all section connections with an "O" ring rubber gasketjeht.
W TAKEN FTROM THE INSIO FACE OF THE SHORING AND BRJICINC. PROJECT NARRATIVE!
2. N O ROCKS MOM DE7ts 4 OR LARGER TO BE USED IN INITIAL BACK FILL.
3. BAOK FILL SHALL BE TAM It 6" LAYERS IL TRAFFIC AREAS, Ir w HOW'-71WF•IC AREAS. AN gravity sanitary sewer pipe placed through the manhole wags shag be grouted in place with Embeco non ehtink grout or approved The project is the construction of three gravity sewer mama, to be awned by the Tanglewood Utilities, LLC until such time as the
AND COVER WATER —TIGHT etluea and an approved manhole waterstap. contributing properties around A are annex by the city of Elizabeth City.
NOT 70 SCALE TRENCH BOTTOM ©DIMENSIONS AND B A C K FI LPIPE.
L REQUIREMENTS MASONRY WALLS: The gravity mains are being installed in sections as the real estate is developed and the roads are constructed.
F0 R PVC AND A B S i I P E Masonry wails shall be constructed of brick which is in conformance with ASTM C32, Grade MS. Soils in this area have t*enmaped by N.R.C.S. as Hyde silt loam. Borings near the site thdicare silly soils, including
Mortar shell be made of ape part of cement to three parts of clewsand. The proportions shah be based an one bag of cement to 1.8 day layers In the top 48 - 72 inches. Sand appears to be fairly uniform below the slit layers.
cubic feet of sand. if drected by the Engineer, lima shall be needed to the mortar in an amount not to exceed 10 percent. SOIL STABILIZATION:
LAYING MASONRY: All disturbed soils shall be stabilized by seeding and/or sodding within 15 working days or 30 calendar days (whichever is shorter)
of construction completion a the completion of the land 61sturbing activbty.
24` MANHOLE FRAME, COVER ANLO DUST PAN All masonry shall be laid III a careful and workman like manner by skilled workmen. It is the contractors respons ,airy to establish a dense ground cover capable of stopping erosion. Tqe Erosion and Sediment Control measures that
.
TER IWT COVERS AS REQUIRED)
Mason units `afnah be thoroughly wetted befau•g being said. Each unit shah be laid with follow are int�hnded to br= mnmum standards. When excision persists other more stringent measure§ may be necessary to control erasion.
. Masonry ugh masonry puslh jOirhFa in a full bed a mortar and � Y rY
close joints must be obtakked. The mortar must fully cover the bottom and ends of unit and surplus mortar on inside face shall be Apply fertilizer, and agriputtiral time as required by soil test or as a minimum fguow this schedule:
AROUNDremoved. All mortar joints on the Inside face shall be wall tubbed before Initiai set with a suitable Pointing
SEALBRICK (OR tyRECAST COVER
iron and the joints shall be left with a smooth hard finish. tk iok shag be laid in header courses. A fertilizer in the amourt of 50p
NGS EXTfkNSedNIs) tom]/ pounds per scare of IL310-10 fertilizer.
1S" MAS T
ri
The top of the manhole shag be brought accurately to the dimensions of the Range of the manhole frame. Apply 2,500 pounds/acre ofagricu#ural limestone.
Adequate precautions shag be taker] in freezing weather to protect Me masonry tram damage by frost. Where possible scarify soil to work the fertilizer and soil 10to the soil.
The outside surface of all mason Mulch the area to be stabilized with wheat straw at the rate of 2 tons/acre. Anchor straw when necessa withtORCIIG 1iD MEET AS1Gi A-1&! D.12 ry rlanhole walls shah bo plastered with mortal to a depth of not less tinafm one-half {1l2) inch, ry netting or asphatL in some inatantes it
troweled to a smooth hard finish. Arl approved curing compound shall be sprayed on mortar in accordance with marwfac t4rer's may be necessary to use pre -manufactured erosion control mats I" the exce�ior mat. recommendation. BackfiO will not be showed until the plaster has ti�oroughly hardened.
Seeding:
BUM RUBBERAST SEALS a to be established In 125 rye graiz If Temporary Vegetation
i EQUAL 7D ASTM C -361 EQUAL TO AM C---3Cei� WATERTIGHT WORK REOUIRED: # is to beestablishedin the ummar nths apply pru� acres of Bern)udaGrrass and 25 pounds per aq+: of German Millet
VAPRECAST M.N. +SKOAOI►� • PRECAST BARREI SECTION I 1FE + PVT: The. entire work of constructing manholes must be carded on in a manner to Insure watertight work, and any leaks in manholes shah 2) Permanent Vegetation stall be established with a mixture of 40 lagrass, pounda/aore of Bermuda, and 10 porndsr
(VARIES ill HgGHT) I EQUAL ii0 ASTY C-36t %: a be caulked, acre of Gelman Millet. VV%n top seeding over Temporary Vegetation nccoontaihing a good stand of Bermuda and Millet, only Bahlagr~ass will be required.
{wATERPROOFINO} NO. 07 STONE repaired or the entire work removed and rebuilt.
3 Sodding may be r gired when slope dabifizaticn is difficult to establish. Select a sod spades compatible witil The application and apply sod
TAPPEiD LET HOLES ::> • ~' : ^.''.' ) nil Y eR pe
PIPE MATERIAL tNSIFXr Attention Is particularly called to the necessity of keeping the water level belovy ail parts of the masonry or concrete foundations and strips down the length tithe slope. Fasten sodas necessary to prevent slippage.
I MANHOLE To BE PVC. 5DR 35: ::•• STAINLESS STEEL SITRAPS wags until the mortar and concrete as obtained an adequate set and the baogdlll�has been placed.
(MINI
MUM OF 2)' Final slopes in all graded areas shall not exceed a cope of al.
I VERTICAI. CHANNEL WALLS FORMED OF •" •� FRAMES AND COVERS:
CONCRETE VM TROWELLED FINISH •" » MAINTENANCE:
1• 1• a'E '' Standard rlanhole frame& and covers shah be as manufactured by Richard Foundry, Type B -1240 of approved equal. Frames and g y mpve sediment and repair erosion control
Erosion control devices art to be checked after significant rainfall events but not less than twice monthly. Re pa
Si OPE RiNDISNRBED EARTH devices as n
f; »>W • ' E)CIn MONOlJTHIC B ,;'. ,r, '' ti� be best al cast Iron n accordance A48 %fl c Y ,,;; BASE ($-},� Y {' %ems: ,••.•.� ..;r r covers shag Qu ItY gray f +Vi1th ASTM fat traffi ceriditians. Watertight manhole frame and et esgary
' �+�: �' •``: •Ile+.•• cover shag be and Foundrya 8-9960 or al.
I.y: ~ y t ; • ~:• �; %! ,r,: �Y :1. s �•r �, • ` + : ��, I Check slopes being stabilxed for signs of erosion after all significant rainfall events and repair as necessary, Reseeding and mulching of erosion damaged
h",M, •:<4 .y ,d • IXTENDED MONOLITHIC t3Asr (r•) _• '' �' 'f Frames shah be set level On 8 fun bed of mortar to the proper grade. areas is required.
-,..� Wl MIN.Tt Lh AGGREGATE SUBBASE .;-COMPACTED AGGREGATE SUBBASE MANHOLE STj:PS: Perform routine maintenance and mowingof stabilized areas, including ditches and swales.
(6. 1�1. DEPTH) {8" �g>;. D13''iH)
ng .
INVERT OF SEWER MAIN INVERT OF SEWER MAIN Manhole steps shall be James S. Clow & Sons; No. F-3650, Oliver Tire & Rubber Cor pony, "Sure Foot", or J.13. Cross No. MDL. INTENTION OF THIS EROSION AND SEDIMI=NT CON'MOL i LAJ
CROWN, OF MAN AND C. %FOP PIPE TO MATCH F1441 B or approved equal.
SECTION , M�imI Meg ALL IMQU�MENTS OF Am C=41a SECTION BOTTOM SW SEND To off sEL' O 4W TO
DOWISIREAM FLOW. Protect disturbed areasfrarneresion.
2. ALL JOINTS SHALL CONFORM TO AS7M C-443. DROP conrlEcntx� REQUIRED WF#N INVERT Is 2 FEET OR BASE: Stabilize distuurbed areas as soon is possible.
3, BE ROIL; JDWi SHALL MITT ALLREQUIREMENTSH.F&RI OF R A ROVED SPtOOTEQUAL SHALL MORE ABOVE THE INVERT OUT OF MMMaLE kmp time disturbed sod is expand.
BE OOMPAIiBLE W7H QUINN GUUpi. FORM a; RINK: OR APPROVED EQUAL. Minimize the Of '
I 4, OONOWTE SHALL HAVL"s MIN. EVE SWENGTH OF 4000 PSI. INSIDE DROP CONNECTIONS TO BE USED ate for the base old
ONLY ON PIPE Minimize the velocity of stormwater runoff.
5, REINFORCED FABRIC SHALL MEET ASiM A-105--72. DIAMETER 12 NO LESS. al as s have a rrsnimum compressive strength cf 3,000 pounds per square inch. Retain sediment on site with silt check dame and silt fencing.
a. BASES SHALL BE EXTENDE'D.MONOLITHIC TYPE.
7. STANDARD T CRITERIA.. IF.O��ATER T�HAN.22 Fr., USE O DROP SHOULD Tom. INVERT C HANNEL:
K DESIGN a. CON MACTOR MUST USE STUBS OF APPROVED PiPE IN AND OUT OF M.H. NOT TO 045TWANPARRO PRECAST SANITARY SEWER MAN HOLE" FOR AMT. NOTES. The invert channels shag be smooth and semicircular in conforming to the Inside of the adjacent Bewer'seclion. Channels
EXCEF� WIDTH W EXTENDED • BASE OF M.H. �
shall have dep�Is equivalent 10 the diameters of connecting sowers. Changes in direction of lbw shah be Ihlade with a srrtot>itI curve
of as large a ra.ddus as the size of the manhole will permit. Changes in size and grade of the channels shall bo made gra luahy and
CHANNELS OF TRIBUTARIES TO 11E CHANNELS OF TRIBUTARIES TO BE evenly. The invert channels ma y too formed directly in the concrete of the manhole base, may be built up with Oft and mortar, or
• ; FORMED OUT OF BRICK AND W A !' FORM OUT OF BRICK AND ILA may be constructed by laying tug section sewer pipe through the manhole and breaking sit the top half after the surrounding conaeta
Or EXTENDED�' �' CONTINUOUS CURVE. SURFACED 8" EXTENDED .. ;{ : t :. CONTINUOUS CURVE, SURFACED MONOLIIM BASE VAiN CEMENT MWTAR. M014CU IC BASE WITH CEMENT MORTAR hers hardened. The floor of the manhole outside the channels shall b8 smooth a nd shall slope toward the dnanrhris.
:.
: ; • .
�. �: • �; ' SERVICE CONNECTIONS:
U. Service connections shall be constructed tam the main sewer to each lot requiting a sewer connection as indicated on the plans.
Each whit connection shag consist of the iogoWYiRhg: TA N G L E W O O D PARKWAY
''�� ''' GRAVITY SEWER °,
A main One wye fitting, as detailed in the construction dra shall be in the s where a service connection is to be
{ : constructed. The sewer lateral shah be laid frorin the fitting to the One terminus sit The laterstl door Out wye fitting on a SIQpe providing b
minimum velocity of two (2) fps.
(4" lateral requires a minimum grade of I foot per 100 feet). The indet of the connection shall be closed with an appropriate watertight
per' �� �os�e►os
DETAILS i�•�i� C00
a •"•r•. B
TYPICAL RUBBER BOOT
TYPICAL RUBBER BOOT +� `F�$$+••• ere
PRECAST INTO BASE SECTION PRECAST INTO BASE SECTION
ELIZABETH CITY, NORTH CAROLINA e z
67
STANDAR
D PRECAST SANITARY STANDARD PRECAST SANITARY�"`' ''' C"°° M �` �'`''-••.. =•'�4L
�a
N.T.S.N,T 5. KPO RF CURRE7LT REIiISION: • 211
ti••"� ��
' SEWER MANHOLE SEINER MANHOLE WZ INSIDE DROP421A
i'RWECT NO: DATE: � Na SGAtE NO SCALE Tftw 6/`!/00 DATES
U-T
201 Lane ,Dive
E&69*97 Ot JVC. 27W SOL Phone. 252 Q64 31222
�srQe�s xilvemw Fax; 252 264-J 22
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