20190455 Ver 1_DB00480 Plans Revised_20190917

This electronic collection of documents is provided
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and is Not partifi Document -
Q' tA
The documents containe herein were originally issued
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numbers appear on each page, on the dates appearing
with their signature on th t page.
This file'VriplaAi individual page
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shall not be considered-a certified document.

DocuSign Envelope ID: BIACAF71-F44E-4A8E-A74A-70EFB7665F0E
& / See Sheet A For Index of Sheets III `4 �' ` STATE STATE PROJECT REFERENCE NO. SINO. T®E T \`� � N®. SHEETS
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See Sheet 9 B For Conventi ona/ SymbolST .k I �� 1�\ 1,1 I
N.C. 17BP.2 . R. 86 1
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I VI SI ��� I I �I I I ( I1 I—I W .o-� .. ) S STATE PROJ.NO. F.A.PROJ.NO. DESCRIPTION
CyC 70 17BP.2.R.86 PE
�V h, 3 n- 17BP.2.R.86 RW/UTIL
• o` `� 17BP.2.R.86 CONST.
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• CHURCJHRD 6 BEAUFORT COUNTY
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PROJECT LIMITS \
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School Pa LOCATION: REPLACE BRIDGE NO. 159 OVER PUNGO SWAMP
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PUNGO SWAMP
to TYPE OF WORK: GRADING, DRAINAGE, PAVING AND STRUCTURE
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• J' NAD 201
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BEGIN PRO ECT J7BP.2.R.86 pet*
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BEGIN BRIDGE 1//
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END BRIDGE
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NOTES:
/ 11 1 . CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II.
E 2. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES. UNLESSDOCUM ANTNOTCONSIDEREDFINAL
ALL SIGNATURES COMPLETED
J
co) GRAPHIC SCALES DESIGN DATA PROJECT LENGTH Prepared In the Office of: HYDRAULICS ENGINEER
HNTB NORTH CAROLINA , P . C .
ADT 2013 = 350 :•INTB 343 E . Sx Fors
oauite
Raleigh $ 1NorthkCarrolinaS27609200 o,,'"„",,��'ti
1 50 25 0 50 100 :,'�.:oFEss'O4 9 '• : 0 �oa�,
NC License No : C - 1554 '
a ADT 2033 = 660 �DocuSignedby: �� SEAL °� Cil
J A. E
4
itial
_ 2018 STANDARD SPECIFICATIONS 15764 �,�
( 1\ — 10 Q/Q �23592959E54F47C... ; •�'•.4 EF :'• ,� Q
PLANS D rin = 60 Q/Q LENGTH OF ROADWAY PROJECT 17BP.2.R.86 = 0.260 MILES DOUGLAS WHEATLEY, PE —2359219 P.E.
Ego! A.e o
SIGNATURE:
50 25 0 50 100 T = 6 % * LENGTH OF STRUCTURE PROJECT 17BP.2.R.86 = 0.024 MILES RIGHT OF WAY DATE: PROJECT ENGINEER X
'� ROADWAY DESIGN ,v o
o ° t V = 45 MPH FEBRUARY 6, 2019 ROY H. TELLIER, PE ENGINEER A
n PROFILE (HORIZONTAL) * TTST = 2% DUAL 4% PROJECT DESIGN ENGINEER ,�...... cARo/�,,, �+� oQ��
�� TOTAL LENGTH OF PROJECT 17BP.2.R.86 = 0.284 MILES �:oFEss;o.; q'- o Q
o ° 010 5 0 2 0 FUNC N C CLASS = LETTING DATE. DocuSigned by: t ate- G°�p��'
Zur ?cl�,ir SEAL
J� LOCAL JULY 24, 2019 044575 .
u= ititil° MICHAEL C. PE 7�i�Zo��
1 AMAN, �B D8 OAE8C430.. P.E. ��i H.�TELUE�'P`� '
°� PROFILE (VERTICAL) SUB—REGIONAL TIER -,,�o•'.:�TE.\ o,,•�
NCDOT CONTACT SIGNATURE: ������" ���,, J�
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DocuSign Envelope ID: EE695FE6-1227-48D5-8A6E-51 F1 F1 DE45A5
m PROJECT REFERENCE NO. SHEET NO.
17BP.2.R.86 lA
INDEX OF SHEETS ROADWAY DESIGN
co
ENGINEER
�.001n 1 n►►r,_
SHEET NUMBER SHEET ,,.,�� CARD`%.,,
1 TITLE SHEET •ISS .
0 0� ti
lA INDEX OF SHEETS, GENERAL NOTES & LIST OF STANDARDS = :4,L
SEAL
1B SYMBOLOGY SHEET
044575
RW 2 -1 THRUR 2 -2 SURVEY CONTROL SHEETS C20% ;ed�y: 0BF7D8D�d3oTE1 :sss
2A-1 TYPICALSECTIONS4/24/20 1L
2B-1 ROADWAY DETAILS DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
2C-1 THRU 2C-3 SPECIAL DETAILS
3B-1 ROADWAY SUMMARY SHEETS
3G-1 GEOTECHNICAL SUMMARY SHEETS
4 THRU 6 PLAN & PROFILE SHEETS
TMP-1 THRU TMP-2 TRAFFIC CONTROL PLANS
EC-1 THRU EC-5 EROSION CONTROL PLANS
RF-1 REFORESTATION PLANS
UC-1 THRU UC-4 UTILITY CONSTRUCTION PLANS
UO-1 THRU UO-2 UTILITIES BY OTHER PLANS
X-1 THRU X-14 CROSS SECTION SHEETS
S-1 THRU S-20 STRUCTURE PLANS
EFF. 01-16-2018
REV.
2018 ROADWAY ENGLISH STANDARD DRAWINGS
The following Roadway Standards as appear in "Roadway Standard Drawings" Highway Design Branch —
GENERAL NOTES: 2018 SPECIFICATIONS N. C. Department of Transportation - Raleigh, N. C., Dated January, 2018 are applicable to this project
EFFECTIVE: 01-16-2018
REVISED: and by reference hereby are considered a part of these plans:
GRADING AND SURFACING OR RESURFACING AND WIDENING:
STD.NO. TITLE
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED
SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. WHERE NO GRADE LINES
ARE SHOWN, THE PROFILES SHOWN DENOTE THE TOP ELEVATION OF THE EXISTING PAVEMENT DIVISION 2 - EARTHWORK
ALONG THE CENTER LINE OF SURVEY ON WHICH THE PROPOSED RESURFACING WILL BE 200.02 Method of Clearing - Method II
PLACED. GRADE LINES MAY BE ADJUSTED BY THE ENGINEER IN ORDER TO SECURE A
PROPER TIE-IN. 225.04 Method of Obtaining Superelevation - Two Lane Pavement
CLEARING:
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY
METHOD II. DIVISION 3 - PIPE CULVERTS
SUPERELEVATION: 300.01 Method of Pipe Installation
ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH
STD. NO. 225.04 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS.
SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. DIVISION 4 - MAJOR STRUCTURES
422.02 Bridge Approach Fills - Type II Modified Approach Fill
SHOULDER CONSTRUCTION:
ASPHALT, EARTH, AND CONCRETE SHOULDER CONSTRUCTION ON THE HIGH SIDE OF
SUPERELEVATED CURVES SHALL BE IN ACCORDANCE WITH STD. NO. 560.01
SUBSURFACE DRAINS: DIVISION 5 - SUBGRADE, BASES AND SHOULDERS
560.02 Method of Shoulder Construction - High Side of Superelevated Curve - Method II
SUBSURFACE DRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD. NO. 815.02 AT
LOCATIONS DIRECTED BY THE ENGINEER.
GUARDRAIL:
DIVISION 8 - INCIDENTALS
THE GUARDRAIL LOCATIONS SHOWN ON THE PLANS MAY BE ADJUSTED DURING 815.02 Subsurface Drain
CONSTRUCTION AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHOULD CONSULT
WITH THE ENGINEER PRIOR TO ORDERING GUARDRAIL MATERIAL. 840.29 Frames and Narrow Slot Flat Grates
TEMPORARY SHORING: 840.35 Traffic Bearing Grated Drop Inlet - for Cast Iron Double Frame and Grates
840.66 Drainage Structure Steps
SHORING REQUIRED FOR THE MAINTENANCE OF TRAFFIC WILL BE PAID FOR AS "EXTRA
WORK" IN ACCORDANCE WITH SECTION 104-7. 846.01 Concrete Curb, Gutter and Curb & Gutter
END BENTS: 846.04 Drop Inlet Installation in Shoulder Berm Gutter
862.01 Guardrail Placement
THE ENGINEER SHALL CHECK THE STRUCTURE END BENT PLANS, DETAILS, AND CROSS-
SECTION PRIOR TO SETTING OF THE SLOPE STAKES FOR THE EMBANKMENT OR EXCAVATION 862.02 Guardrail Installation (Special Detail for Sheet 6 of 8)
APPROACHING A BRIDGE. 862.03 Structure Anchor Units (Special Detail for Type III Anchor Units Sheets 1 of 7 and 2 of 7)
UTILITIES: 876.01 Rip Rap in Channels
UTILITY OWNERS ON THIS PROJECT ARE 876.02 Guide for Rip Rap at Pipe Outlets
C
POWER - CITY OF WASHINGTON
PHONE - TRI COUNTY COMMUNICATIONS
WATER - BEAUFORT COUNTY WATER
0
m ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS, EXCEPT AS SHOWN ON PLANS.
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RIGHT-OF-WAY MARKERS:
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ALL RIGHT-OF-WAY MARKERS ON THIS PROJECT SHALL BE PLACED BY OTHERS.
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PROJECT REFERENCE NO. SHEET NO.
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N P I i \ SLI 9 0I i I$ N � 11 1 11 �� I� 1 1 `V• YS 17BP.2.R.86 1B
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CONVENTIONAL PLAN SHEET SYMBOLS
BOUNDARIES AND PROPERTY: Note: Not to Scale *S. U.E. = Subsurface Utility Engineering WATER:
RAILROADS:
State Line ----- -----
CD
Standard Gauge Hedge Water Manhole
County Line CSX TRANSPORTATION Water Meter
RR Signal Milepost MILEPOST 35 Woods Line
Township Line Water Valve 0
Switch Orchard 3 3 3 O
City Line SWITCH Water Hydrant
RR Abandoned + + + + Vineyard Vineyard
Reservation Line U/G Water Line LOS B (S.U.E*) - - - -W- - - -
RR Dismantled EXISTING STRUCTURES:
Property Line U/G Water Line LOS C (S.U.E*) - -W- -
Existing Iron Pin 0
EIP MAJOR: U/G Water Line LOS D (S.U.E*) W
Computed Property Corner X RIGHT OF WAY & PROJECT CONTROL: Bridge, Tunnel or Box Culvert GONG Above Ground Water Line A/G Water
Secondary Horiz and Vert Control Point ♦ Bridge Wing Wall, Head Wall and End Wall - j CONC WW
Property Monument ECM
® Primary Horiz Control Point 0 MINOR: TV:
Parcel/Sequence Number TV Pedestal c
Primary Horiz and Vert Control Point ' Head and End Wall / CONC HW
-x x x-
Existing Fence Line
Exist Permanent Easment Pin and Cap O Pipe Culvert TV Tower
Proposed Woven Wire Fence ° U/G TV Cable Hand Hole HH
New Permanent Easement Pin and Cap O Footbridge >_
Proposed Chain Link Fence U/G TV Cable LOS B (S.U.E.*) - -
- —TV— —
— -
Vertical Benchmark 11[[ Drainage Box: Catch Basin, DI or JB CB
Proposed Barbed Wire Fence 0 U/G TV Cable LOS C (S.U.E.*) - —TV— -
Existing Wetland Boundary - - — — Existing Right of Way Marker A Paved Ditch Gutter * TV
-WLB- — ExistingRight of WayLine S U/G TV Cable LOS D (S.U.E.*)
Proposed Wetland Boundary WLB g Storm Sewer Manhole O * _ _ _ —TV FO—
New Right of WayLineU/G Fiber Optic Cable LOS B (S.U.E.*)
ExistingEndangered Animal BoundaryEAB g 0 Storm Sewer
gU/G Fiber Optic Cable LOS C (S.U.E.*) - —TV FO—
Existing Endangered Plant Boundary EPB New Right of Way Line with Pin and Cap ® A UTILITIES: *
U/G Fiber Optic Cable LOS D (S.U.E.*) TV FO
Existing Historic Property Boundary HPB New Right of Way Line with POWER:
Concrete or Granite R'W Marker ® 0 GAS:
Known Contamination Area: Soil s Existing Power Pole i
,� s ? New Control of Access Line with C.) Gas Valve 0
Potential Contamination Area: Soil O Concrete C/A Marker0 Proposed Power Pole b
Known Contamination Area: Water - w Gas Meter
Existing Control of Access , c , Existing Joint Use Pole U/G Gas Line LOS B (S.U.E.*) - - - —G— —
—
Potential Contamination Area: Water - w Proposed Joint Use Pole -6-
New Control of Access U/G Gas Line LOS C (S.U.E.*) - -G- -
Contaminated Site: Known or Potential Power Manhole
Existing Easement Line E U/G Gas Line LOS D (S.U.E.*)
BUILDINGS AND OTHER CULTURE: New Temporary Construction Easement E Power Line Tower X A/G Gas
p ry Above Ground Gas Line
Gas Pump Vent or U/G Tank Cap 0New Temporary Drainage Easement TDE Power Transformer i✓
Sign S New Permanent Drainage Easement PDE U/G Power Cable Hand Hole
SANITARY SEWER:
Well ° H-Frame Pole •—• Sanitary Sewer Manhole OO
New Permanent Drainage / Utility Easement DUE Sanitary Sewer Cleanout 0+
Small Mine O` U/G Power Line LOS B (S.U.E.*) - - - -
New Permanent Utility Easement PUE U/G Sanitary Sewer Line SS
Foundation New Temporary UtilityEasement TUE U/G Power Line LOS C (S.U.E.*) -
p � Above Ground Sanitary Sewer A/G Sanitary Sewer
Area Outline New Aerial Utility Easement AUE U/G Power Line LOS D (S.U.E.*) P
Cemetery t SS Forced Main Line LOS B (S.U.E.*) - - - —FSS— — — -
TELEPHONE:
SS Forced Main Line LOS C (S.U.E.*) _ _FSS- -
Building ROADS AND RELATED FEATURES:
School 11 Existing Edge of Pavement Existing Telephone Pole AI- SS Forced Main Line LOS D (S.U.E.*) FSS
Church �� ExistingCurb Proposed Telephone Pole
Telephone Manhole MISCELLANEOUS:
Dam Proposed Slope Stakes Cut C - Utility Pole 0
HYDROLOGY: Proposed
Telephone Pedestal
T
Proposed Slope Stakes Fill - Utility Pole with Base
Stream or Body of Water Telephone Cell Tower
Proposed Curb Ramp ORD UtilityLocated Object 0
Hydro, Pool or Reservoir T T T U/G Telephone Cable Hand Hole HH
Existing Metal Guardrail JS Proposed Guardrail T T T T Utility Traffic Signal Box ❑s
_ _T_ _
Jurisdictional Stream U/G Telephone Cable LOS B (S.U.E.*) - - — —
Utility Unknown U/G Line LOS B (S.U.E.*) 7UTL
Buffer Zone 1 Bz 1 n U/G Telephone Cable LOS C (S.U.E.*) - -T- -
Existing Cable Guiderail U/G Tank; Water, Gas Oil
Buffer Zone 2 Bz 2 U/G Telephone Cable LOS D (S.U.E.*) T '
Flow Arrow Proposed Cable Guiderail n Fl n EMI
U/G Telephone Conduit LOS B (S.U.E.*)
_T�_ _ _ Underground Storage Tank, Approx. Loc.
Equality Symbol A/G Tank; Water, Gas, Oil
Disappearing Stream U/G Telephone Conduit LOS C (S.U.E.*) - —TC— -
Pavement Removal Geoenvironmental Boring
Spring 0�_ �_ U/G Telephone Conduit LOS D (S.U.E.*) TC
Wetland VEGETATIO S.UVEGETATION: U/G Fiber O tics Cable LOS B - - - - U/G Test Hole LOS A (S.U.E.*)
p ( — —T FO— —
Single Tree O Abandoned According to Utility Records AATUR
Proposed Lateral, Tail, Head Ditch > > > > U/G Fiber Optics Cable LOS C (S.U.E.*) - —T FO— —
„OW b ru e Sin l Shrub End of Information E.O.I.
False Sump U/G Fiber Optics Cable LOS D (S.U.E.*) T FO

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SURVEY CONTROL SHEET , Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
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SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
BL
POINT DESC. NORTH EAST ELEVATION
601591 OPS MON 060159- 655656. 5658 2661720. 7874 12. 09
601592 OPS MON 060159- 656676. 9208 2661916. 1911 12. 16
BL3 BL-3 657042. 5024 2662165. 6579 8. 24
BL4 BL-4 657389. 1420 2662156. 8430 6. 22
BL5 BL-5 658048. 5520 2662053. 6580 7. 75
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
BM10 ELEVATION = 4. 46
N 657439 E 2662383
R/R SPIKE 10" ELM
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
EL
POINT N E BEARING DIST DELTA D L T R
POT 656480.839 2661887.822
LINE N 11°05'42.2" E 105.34
PC 656584.212 2661908.094
CURVE N 16°23'12.7" E 132.11 10°35'01.0"(RT) 08°00'00.0" 132.30 66.34 716.20
PT 656710.953 2661945.364
LINE N 21°40'43.2" E 3.12
PC 656713.851 2661946.516
CURVE N 28°15'35.0" E 62.54 13°09'43.7"(RT) 21°00'00.0" 62.68 31.48 272.84
PT 656768.936 2661976.126
LINE N 34°50'26.9" E 160.11
PC 656900.342 2662067.595
CURVE N 30°45'12.2" E 125.66 0810'29.3"(LT) 06°30'00.0" 125.77 62.99 881.47
PT 657008.331 2662131.850
LINE N 26°39'57.6" E 26.77
PC 657032.249 2662143.862
CURVE N 19°44'54.2" E 43.13 13°50'06.7"(LT) 32°00'00.0" 43.23 21.72 179.05
PT 657072.842 2662158.435
LINE N 12°49'50.9" E 47.20
PC 657118.860 2662168.916
CURVE N 07°16'38.4" E 31.68 11°06'25.0"(LT) 35°00'00.0" 31.73 15.92 163.70
PT 657150.289 2662172.929
LINE N 01°43'25.9" E 35.08
PC 657185.350 2662173.985
CURVE N 04°31'48.7" W 62.42 12°30'29.1"(LT) 20°00'00.0" 62.54 31.40 286.48
PT 657247.571 2662169.055
LINE N 10°47'03.2" W 222.05
PC 657465.703 2662127.506
CURVE N 10°17'18.1" W 99.17 00°59'30.3"(RT) 01°00'00.0" 99.18 49.59 5729.58
PT 657563.282 2662109.793
LINE N 09°47'32.9" W 130.35
PC 657691.734 2662087.623
CURVE N 07°38'09.5" W 86.24 04°18'46.8"(RT) 05°00'00.0" 86.26 43.15 1145.92
PT 657777.209 2662076.164
LINE N 05°28'46.1" W 31.32
7 PC 657808.386 2662073.173
- CURVE N 00°05'25.0" W 239.17 10°46'42.1"(RT) 04°30'00.0" 239.52 120.11 1273.24
Ni PT 658047.552 2662072.796
r) LINE N 05°17'56.0" E 35.52
N PC 658082.917 2662076.076
3 CURVE N 09°47'42.8" E 57.96 08°59'33.5"(RT) 15°30'00.0" 58.02 29.07 369.65
m PT 658140.030 2662085.936
U LINE N 14°17'29.5" E 27.49
PC 658166.672 2662092.723
o' CURVE N 20°24'48.1" E 37.03 12°14'37.2"(RT) 33°00'00.0" 37.10 18.62 173.62
N PT 658201.377 2662105.639
rE LINE N 26°32'06.7" E 2.41
co PC 658203.534 2662106.716
CURVE N 35°50'15.2" E 132.31 18°36'17.0"(RT) 14°00'00.0" 132.89 67.04 409.26
PT 658310.793 2662184.181
> LINE N 45°08'23.6" E 115.51
POT 658392.269 2662266.056
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DocuSign Envelope ID: EE695FE6-1227-48D5-8A6E-51 F1 F1 DE45A5
INTB H N T B NORTH C A R O L I N A , P . C . PROJECT REFERENCE NO. SHEET NO.
PAVEMENT SCHEDULE 343 E . Six Forks Road , Suite 200 17BP.2.R.86 2A-1
Raleigh , North Carolina 27609
NC License No : C - 1554 ROADWAY DESIGN
ENGINEER
Cl PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B,
AT AN AVERAGE RATE OF 165 LBS. PER SQ. YARD IN EACH OF TWO LAYERS. ,,.���!►CAR p!''.,'
o� .,,.. . ...** i,4 ..
PROP. VARIABLE DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B ::oFESS/04,%.
C2 AT AN AVERAGE RATE OF 110 LBS. PER SQ. YARD PER INCH. DEPTH TO BE PLACED ' :, 9l�:
IN LAYERS NOT LESS THAN 1" IN DEPTH OR GREATER THAN 1.5" IN DEPTH. ; SEAL
/1 044575
'��, —L— ��cuSigned y: ; 47
PROP. APPROX. 5" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, �' i�r '.I NEB' '���
AT AN AVERAGE RATE OF 570 LBS. PER SQ. YARD. ! 4 z4 zoi0
BF7Dge Ek43(Ti�,�.��,��,,,�
milow
6-0 10-0 I 10-0 6-0
R SHOULDER BERM GUTTER 9' W/ GR I 9' W/ GR
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
...., I f
2'-0" I 2'-0"
T EARTH MATERIAL
USE TYPICAL SECTION NO. 1 FROM:
8'-0" GRADE i
U EXISTING PAVEMENT
POINT i Cl -L- STA 11 +50.00 TO STA 16+72.25 (BEGIN BRIDGE)
-L- STA 17+99.75 (END BRIDGE) TO STA 26+50.00
0.025 i 0.025
0_08 — � 0.08
W WEDGING (SEE DETAIL) `
8" i • 7 ORIGINAL GROUND
ALL PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE , 3•/./A77\7 . 7
'
E1 I GRADE TO THIS LINE Cy
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\ TYPICAL SECTION NO. 1
SEE DETAIL A SEE DETAIL A
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7
5' 30'-10"
(UNLESS OTHERWISE 5'-5" 10'-0" I 10'-0" 5'-5"
DIRECTED) � � � �I�
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0.025 0.025
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DETAIL FOR INCIDENTAL MILLING
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DocuSign Envelope ID:42359144-BDFF-4B94-8608-026E53CEB5DF
CAROLINA, P . C . PROJECT REFERENCE NO. SHEET NO.
0_ :,INTBHNTB . NW<Ra3 i Forks Road , S276e 200
Ralegh , North Carolina 27609 17BP.2.R.86 2B-1
7 NC License No : C- 1554
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-DRV3- PC Sta. 10+07.30 ;i
-DRVI- PC Sta. 10+07.67 N
-DRV3- PRC Sta. 10+55.1I
S 68°52' 38.1" E -DRV3- PT Sta. /1+02.62
-DRVI- PRC Sta. 10+31.85
I, -L- PT Sta. 18+53.I1 -L- PCC Sta. 24+09.87
1 -L- PCC Sta. 21+45.96
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-L- PCC Sta. 25+37.95
c°69„ -L- POT Sta. 16+25.95= N
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-DRVI-
,, PT Sta. 10+83.87
-L- POT Sta. 16+08.95= ,E W _ -L- PT Sta. 26+33.85
-DRV2- POT Sta. 10+00.00 N 9° 47' 32.9
N /0°47' 03.2" W
-L- PC Sta. 19+69.07
N 45°08' 23.6" E
-L- PC Sta. 11+60.II
-L- POT Sta. 18+54.63 = -L- POT Sta. 27+49.36
-DRV3- POT Sta. 1I+33.68
-L- PT Sta. 15+43.88 -L- PC Sta. 17+53.94
-L- PCC Sta. /2+85.56
N 79°/2' 56.8" E
-DRV2- PC Sta. 10+41.09
-DRV2- PT Sta. 10+92.98
N 4°53' 21.0" E
-DRV2- PC Sta. II+09.08
-DRV2- PT Sta. /1+52.87
-L-
PI Sta 12+22.94 P1 Sta 14+19.53 P1 Sta /8+03.53 PI Sta 20+57.60 PI Sta 22+78.39 P/ Sta 24+74.8/ PI Sta 25+86.12
A = 8°09' 16.6" (LT) 0 = 37°28' 13.5" (LT) 0 = 0°59' 30.3" (RT) A = 6°20' 03.4" (RT) 0 = II°52' 34.5" (RT) A = 23°/7' 44.4" (RT) A = /3°25' 34.2" (RT)
D = 6°30' 00.0" D = /4°30' 18.9" D = 1°00' 00.0" D = 3°34' 5/.6" D = 4°30' 00.0" D = /8°II' 20.9" D = /4°00' 00.0"
L = 125.46' L = 258.32' L = 99.18' L = 176.89' L = 263.92' L = 128.07' L = 95.90'
T = 62.83' T = 133.97' T = 49.59' T = 88.53' T = 132.43' T = 64.93' T = 48.17'
( R = 881.47' R = 395.00' R = 5,729.58' R = 1,600.00' R = 1,273.24' R = 3/5.00' R = 409.26'
V = 45 MPH V = 35 MPH V = 45 MPH V = 45 MPH V = 45 MPH V = 35 MPH V = 35 MPH
CO SE = 87 SE = 87 SE = NC SE = 6% SE = 6% SE = 8% SE = 8X
N RO = /48' RO = /48' RO = N/A RO = III' RO = III' RO = /48' RO = /48'
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A = 27° 42' 32.4" (RT) A = 59° 36' 57.5" (LT) A = 74° /9' 35.7" (LT) A = 62° 43' 25.5" (RT) A = 54° 47' 11.9" (LT) A = 54° 26' 35.4" (RT)
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L = 24.18' L = 52.02' L = 5/.89' L = 43.79' L = 47.8/' L = 47.5/'
° T = 12.33' T = 28.64' T = 30.32' T = 24.38' T = 25.9/' T = 25.72'
o R = 50.00' R = 50.00' R = 40.00' R = 40.00' R = 50.00' R = 50.00'
N (0 SE = N/A SE = N/A SE = N/A SE = N/A SE = N/A SE = N/A
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PROJECT REFERENCE NO. SHEET NO.
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COMPUTED BY:TATYANA GIBBS DATE:12/13/18 PROJECT REFERENCE NO. SHEET NO.
E CHECKED BY: ROY H. TELLIER DATE:478/19 STATE OF NOJ'U1,JIlJlI CAIOLINA 17BP.2.R.86 3B-1
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SUMMARY OF EARTHWORK IIVISION OF HIGHWAYS
STATION STATION UNCL. EMBANK. BORROW WASTE PAVEMENT REMOVAL SUMMARY ROW AREA DATA SUMMARY
EXCAV. +25%
-L- STA 12+00 -L- STA 16+72.25 275 76 199
(BRIDGE) SURVEY STATION STATION LOCATION YD
-L- 17+99.75 (BRIDGE) -L- STA 26+50 1225 71 1,154 LINE LT/RT/CL PERM. PERM. PERM.
PARCEL PROPERTY OWNERS NAMES PROP. CONST.
6 158 152 NO. R/W UTILITY DRAIN. DRAINAGE EASE.
34 293 249 - - EASE. EASE. UTILITY EASE.
-L- 11+50.00 16+83 +/- CL 1227.00
11 81 94 17+93 +/- 26+50.00 CL 1932.11
1 SAMUEL L FYLE JR 625 SF 7587.54 SF
TOTALS: 1,551 703 505 1,353 2 NORMAN JEROL SELBY JR 6075.75 SF 8873.84 SF
WASTE IN LIEU OF BORROW 505 505 3 ARIE JR & JANET M DEHOOG 4268.45 SF 375 SF 2900.07 SF
• 4 NATHANIEL AUSTIN GLADDING IV 540.15 SF 1854.32 SF 8852.19 SF
TOTAL: 3159.11
PROJECT TOTALS: 1,542 703 848 5 WENDY W COOPER 1230.26 SF
SAY: 3200
GRAND TOTALS: 1,551 703 856 SHOULDER BERM
GUTTER S UMMAR Y
SAY: 1,600 900
SURVEY STATION STATION LENGTH
LINE (FT)
-L-, RT 18+10.62 18+97.28 81.38
Note: Approximate quantities only. Unclassified Excavation, Borrow Excavation,
Fine Grading, Clearing and Grubbing, and Removal of Existing Pavement -L-, LT 18+10.62 18+27.24 11.87
will be paid for at the contract lump sum price for "Grading." -DRV3-, RT 10+99.88 11+21.39 32.42
Earthwork quantities are calculated by the Roadway Design Unit. These earthwork quantities are
based in part on subsurface data provided by the Geotechnical Engineering Unit. TOTAL: 125.67
SAY: 130
"N" = DISTANCE FROM EDGE OF LANE TO FACE OF GUARDRAIL.
TOTAL SHOULDER WIDTH = DISTANCE FROM EDGE OF TRAVEL LANE TO SHOULDER BREAK POINT.
FLARE LENGTH = DISTANCE FROM LAST SECTION OF PARALLEL GUARDRAIL TO END OF GUARDRAIL.
W = TOTAL WIDTH OF FLARE FROM BEGINNING OF TAPER TO END OF GUARDRAIL.
G = GATING IMPACT ATTENUATOR TYPE 3R 0
T GUARDRAIL S UMMAR Y
NG = NON-GATING IMPACT ATTENUATOR TYPE 350
LENGTH WARRANT POINT "N" FLARE LENGTH W ANCHORS IMPACT REMOVE
TOTAL ATTENUATOR SINGLE REMOVE AND
SURVEY DIST. EXISTING STOCKPILE REMARKS
LINE BEG. STA. END STA. LOCATION FROM SHOUL. 350 FACED
SHOP DOUBLE APPROACH TRAILING WIDTH APPROACH TRAILING APPROACH TRAILING TYPE GREU GUARDRAIL GUARDRAIL EXISTING
STRAIGHT CURVED FACED END END E.O.L. END END END END III AT-1 EA G NG GUARDRAIL
TL-2
-DRV2- 10+95.26 LT 78.01' 2' 5' 1
-L- 16+72.25 (BRIDGE) RT 33.75' 16+72.25 (BRIDGE) 5.42' 9' 1
-DRV1- 10+73.04 LT 50.54' 2' 5' 1
-L- 16+72.25 (BRIDGE) LT 18.75' 16+72.25 (BRIDGE) 5.42' 9' 1
-L- 17+99.75 (BRIDGE) LT 18.75' 5.42' 9' 1
-DRV3- 10+71.67 RT 50.82' 2' 5' 1
-L- 17+99.75 (BRIDGE) 19+26.23 RT 118.50' 5.42' 9' 1 1
SUBTOTAL: 189.75' 179.37' 4 1 3
ANCHOR DEDUCTIONS:
GREU,TL-2: 1@25' -25.00'
TYPE III: 4@18.75' -75.00
AT-2: 3@6.25' -18.75
TOTAL: 71' 179.37'
4 1 3
SAY: 75' 180' 4 1 3
5 ADDITIONAL POSTS
I
LIST OF PIPES, END WALLS, ETC. (FOR PIPES 48" & UNDER)
J
ENDWALLS Q U
Co
v os
w d LJJ J N N
u, Z LIJ all O m 0 -1 I ABBREVIATIONS
U
O STD. 838.01, u. O N
STATION Z CAAP BITUMINOUS COATED C.S. PIPE TYPE B Z 0 U _i I or) •o N w v o N N
o d
a LU (UNLESS NOTED OTHERWISE) STD. 838.11 N Q CV o N o
U ce OR O ~ -1 >-
v FRAME, GRATES o No 6 N 6 °�° w w C.B. CATCH BASIN
CLASS IV R.C. PIPE 11 v N o
STD. 838.80 0 Z + w w m U) 0 `n 0
O v AND HOOD o M m N.D.I. NARROW DROP INLET
D Z Z (UNLESS ~ j Q N STANDARD 840.03 Ln fY Le C c W u 0 - O LU p ` . D.I. DROP INLET
12 F- O O J NOTED Cl o o 'O O O O 6 d ~ 0 Co 0 v~i u
N O Q a u OTHERWISE) 6 O 4 3 N o G.D.I. GRATED DROP INLET
- > > LIN. co co '- LU O O M N °S } LD
Z Q J J E *FT. o o 0 6 o O = = o o O v G.D.I. (N.S.) GRATED DROP INLET
O 11 LU w UN `" w 00 Z Z m (NARROW SLOT)
O N
J <
SIZE Q LU W W a 12" 15" 18" 24" 30" 36" 42" 48" 12" 15" 18" 24" 30" 36" 42" 48" 12" 15" 18" 24" 30" 36" 42" 48" ,,, ,,, LL, CU. YDS. 6 A B 6 6 6 0 6 ,,,, a U t J.B. JUNCTION BOX
U > d 0- d O LL
~ ~ H LuI w O O U a Z
2 O z z �„ 1" _ m �, Y M.H. MANHOLE
C - z z Z_ 1- o m o - o Q m p 3 3si
o g J
7 THICKNESS 3 3 3 0 6 Q 6 W Lu Lu wL ti ti a t w O co O T.B.D.I. TRAFFIC BEARING DROP INLET
OR GAUGE p p 0 I r 000 QCC1 I- I- 1- LL U- Z Z Q N U ,� T.B.J.B. TRAFFIC BEARING JUNCTION BOX
o' o. ' ' v Q- o-. o• o
O O o 0 VD 'o Vo No i• o o w w ,,, Li vi Z p TYPE OF GRATE _ _ _ _ _ - . U U
o 0 0 0 0 0 0 o p U -
LL0 0 U Q = Q N - N 0 o z Z
-, w 6 6 0 a 0 0 o C C 0 � � 0 � m m O O 0 U U U REMARKS
co N L U E F G
L
.
c9 -DRV3- STA 11+02 LT 0401 0402 2.3' 2.0' 28
00
CC
N -DRV3- STA 11+02 RT 0402 6.0' 1 1
m
h I RT 0402 0403 2.0' 1.5' 68
7
• o I -L- STA 11+95 RT 0404 6.3' 1 1
- L _ _
- RT 0404 0405 2.7' 2.6' I 16
N f6
I 3 -DRV1- STA 11+30 LT/RT 1.2' 0.9' 60
>--o
a rb m
> of TOTAL I 16 156 2 2
I coz

COMPUTED BY: Tyler C. Bottoms DATE: 1/9/2019 PROJECT NO. SHEET NO.
CHECKED BY: DATE: (5- 15- 18) 17BP.2.R.86 3G-1
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
STU[MMA\RY (O]F G]E(0)T]EXTI[]L]E
STU[MMA\RY (0O]F S1U[]BSIU[RJFA\(C]E DRAINAGE FOR PAVEMENT EM]ENT STABILIZATION STU[MMA\RY (O]F AGGREGATE STU[]B(GrRA\]D)]E/STA\]B][]L][ZA\T][ON
Geotextile for Class IV Aggregate Aggregate Class IV Geotextile for Class IV
Location Drain Type* Thickness Shallow Stabilizer
LINE Station Station LF LT/RT/CL UD/BD/SD LINE Station Station Pavement Subgrade LINE Station Station Type* INCHES Undercut Subgrade Soil Aggregate Aggregate
Stabilization Stabilization ASU(1/2)/ Stabilization Stabilization Stabilization
SY TONS AST [$ for CY TONS
TONS SY TONS
ASU(2)]
CONTINGENCY SD 200
CONTINGENCY CONTINGENCY
TOTAL LF: 200
TOTAL SY/TONS: 0 0* TOTAL CY/TONS/SY: 0 0** 0** 0 0
*UD = Underdrain
*BD = Blind Drain *Total tons of "Class IV Subgrade Stabilization" is only the estimated *ASU(1/2) = Aggregate Subgrade (Type 1 or 2)
*SD = Subsurface Drain quantity for pavement stabilization and may only represent a portion *AST = Aggregate Stabilization
of the subgrade stabilization quantity shown in the Item Sheets of the **Total tons of "Class IV Subgrade Stabilization" and total square yards of "Geotextile for Soil Stabilization" are only the estimated
Proposal. quantities for ASU(1/2)/AST and may only represent a portion of the subgrade stabilization and geotextile quantities shown in the Item
Sheets of the Proposal.
STU[N/MA\RY (0)]F ROCK PLATING SUMMARY (O]F REINFORCED) SO][]L SLOPES AND) SLOPE EROSION CONTROL
Rock Beginning Ending Reinforced Matting
Beginning Ending Riprap Rock Coir
Approx. Approx. Location Plating Slope/ Approx. Slope/ Approx. Location Soil Slope Geocells for Erosion
LINE Slope Slope Class* Plating LINE Fiber Mat
Station Station LT/RT Detail No. RSS Station RSS Station LT/RT (RSS) SY Control
(H:V) (H:V) SY
1/2/3/4 1/2/B SY (H:V) (H:V) SY SY
TOTAL SY: 0 TOTAL SY: 0 0 0* 0**
*Use Class 1, 2 or B riprap if riprap class is not shown for rock plating location. *Total square yards of "Coir Fiber Mat" is only the estimated quantity for slopes steeper than 2:1 (H:V) and may only represent a
portion of the coir fiber mat quantity shown in the Item Sheets of the Proposal.
**Total square yards of "Matting for Erosion Control" is only the estimated quantity for RSS and may only represent a portion of the
matting quantity shown in the Item Sheets of the Proposal.
SUMMARY (O]F S1U[R(C]H[A\R(GGE SUMMARY (0)1F
SUMMARY (O]F PR]E=SPILI[T I[NG (0)1F 1K0C1K AND) SUR(C]H[A\RG]E WAITING PERIODS S]ET IL]EM]ENT GAUGES
Beginning Ending Offset
Pre-splitting Surcharge LINE
Rock Cut Approx. Rock Cut Approx. Location LINE Station Station Height MONTHS Gauge
LINE and
Slope Station Slope Station LT/RT of Rock FT No. Distance Direction
(H:V) (H:V) SY Station FT LT/RT
TOTAL SY: 0 TOTAL GAUGES (EACH):
STU[NI[MA\RY (O]F ]EIVI BA\N]KIVUENT
WAITING ]P']ER][(0>]D>S S lU[MMA\RY (OF ]BR][]D)(GG]E WAITING PERIODS
LINE Station Station MONTHS Bridge Description End Bent/ MONTHS
Bent No.

DocuSign Envelope ID: ECA5C133-36B0-4FB3-AA36-B320F1A99F7A
INTB 343B NORTH Forks RoaP.C.d, Suite 200
RESET METAL GATE - - Raleigh, North Carolina 27609
NC License No: C-1554 17BP.2.R.86 4
WMT HOLDINGS LLC
co DB 1554 PG 411 NAD 83/NA 2011 R'W SHEET NO.
BEGIN PROJECT 17BP.2.R.86 BEGIN CONSTRUCTION +90.00 -L- BEGIN CONSTRUCTION ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
27 E / -L- STA II + 5O OO -DRV1- STA 10+00.00 115.00' LT -DRV3- STA 10+00.00
+75.00 -L- +90.00 -L-
130.00 LT +15.00 -L- O♦♦��`,CARO0111,1i/117��/O ♦♦♦♦;HCARfri, •
/ 44.65' LT +35.00 -L- CD
`�.43;** S S /6N,•q ��� `�. ; •� S S �0• q ���
40.00' LT 44.70' LT
O 60.00' LT 130.00' LT +85.00 -L- y ; �O '�'•��
J r 45.00' LT NATHANIEL AUSTIN CLADDING IV e '�� SEAL SEAL 9� ' 'r.
_
DB 1623 PG 804 •+50.00 -L- N 30.00' LT = • 044575 15764
130.00' LT
24" RCP-IV ro iocus .edby:
oT +90.00 -L- D>Scusi ed b
N SAMUEL L FYLE JR 4
N +60.00 -L- +50.00 -L- I 43.00' LT �BFfo'4A a3 \� `. , ' N••' .�0,,�
30.00' LT INE �'•� '� �' '
\ 44.91' LT v ,� Q EIS..s 235929 Ffi�� cS. A.%;♦♦♦
/ \ N. �r ' o DB 1860 PG 927
\ 44,
30.00' LT m z 60.00' LT ± 0 6/10/2019 ��� ln° 6/10/2019 ���������
• �� \ 'y ,\ 55.00' LT D co �' � j O� 0 DOCUMENT NOT CONSIDERED FINAL
� 1 +56.00 -L- u UNLESS ALL SIGNATURES COMPLETED
psi \ • 30.00' LT z oo N v o ± \V
/ i '� 6 s4' z Sf ' to o 18.rj' 29.94' RT o N -BL- 5
4, \ "•� T • z CLASS 'I' RIP-RA'• 114144,!' F 43.00' RT E E
�(.� '9/�F 1 \ 130' z1 . X - .i X �C- F\ •
\ "' iP •
0 �' ST. 4TONS F _ C - X_i- � T\ ` �,1 FBI'/ +25.00 L D 1 ", (3r SYGF w \ �- - • �- - � - • 8" WW f
.n S SAMUEL L FYLE JR - , r� ' t, . o - =--
\ �r ( � T 30.00' LT If I [�'� r \ d
p8, \ ./. DB 1860 PG 927• 55.00' LT 111, ` I Fri ',, � ± ��_ - - - - '� ��F`s�'r (n
0NN ��� 'q i� `/) '� i' .:P<0401 - xlsT R/w y .� y 1�1
`' o �, • ' N ...,..„.
` �_ ' ,.h h.- C. - - -:- - e� � s: •, RDI20 BST J�
\),., , <3,0 8 \ w
o +90.00 -L- F �. Itlf
o ���` ...-r= ' _ o o �.- Cdnita - it.,_-.4-' ' 0 s ON% ie, g- �- )[i - , p'�
oh 7 b . , Q 78.00' LT I I o ..00. ':J�•r� � 3� _, \ �'
h\ ob o 30.00 LT rn I . ��.❖:•:., � L..... �II 4 :_ ,,__,�-:-� CHORDEi
E� �,.•••••••.,Y ; E .. Z
�T �^ N R/w i ,�" .�•�::�1/ �.►::ii� -f EX T R/w C (ZD 1-
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..�� .• ♦...:i I IS HD O
8.5 EXIST MP'Jo, ►� •ice=�:���•:' ��.r I►.�.❖...�. .,,, .�><�L� ►�"_ +10.00 L
-\
�„�•� t •.••.,��T••; .v p 15" RCP-IV SPECIAL LAT. O i
►�„ __ INC. ■ �� ,.;_ 45.00 RT
` _ �' • ►:���������� ❖�•i•ii•�►: ilk- . y �� CLASS 'I' RIP RAP n V' DITCH m +75.00 L O
• + ,. � �� . . ■ o I �,44!!��� i::L•••.'. ODUEv +20.00 -L-, m 29.55' RT
`D - - - T F0- - �`' �'�'' 11" C v +05.00 _L_ EST. 3 TONSS DETAIL 1
�� 11 llE 42.00' RT +45.96 L
�� -`� C NARIE JR & JANET M DEHOOi
° �_�� `_• o p� o o' � N „=a .��'•''• z GR� EST. 7 SYGF5.00' RT m
�' o o - 0 0 .P w o o \ ; ,,:;,� . \ CH 0 30.00' RT •
z _, ao �., o• n� ��- co •UEm DB 1497 PG 306
= k ---� 1 �� - 45.00' RT 3 - O
�_ ,�
vN A m - �f-�30�A1� ��e:�`'�� •� y, ", �' +80.00 L O 5
o '� - - - - `� - -�. ;� o/ 4 W z 30.00' RT ARIE JR & JANET M DEHOOG WENDY W COOPER
•
•
o m -A y �F - --DORY---T EXIST - ��.\� ` o• `- r' v,, y 45.00' RT o DB 1497 PG 306 DB 1200 PG 900 •
NORMAN JEROL SELBY JR o ri, z 48 WD RAI �. , `ro _1 N\ �� -BL- Nm f o, 0
DB 1842 PG 792 0 �( \ o•
,J I
'" N C/' +22.00 -L- rI c�1 C `' "s � o CLASS "II" RI P
��' P EN �E P1WA / / S ETCH OF BRIDGE \
g 73-1�D RT SUE ; 0 TO SHOULDE', dT TO SCALE
in -BL- 3 m m 64.00' RT • •m - 0' POINT ELEV. 1 \
Nm TL '. ► N_ � jF agog
I _ IN RE �� TIONS IP TO PAVE ENT
ilk
o GATE• . FC • AT-1 % \\ \
N 2 65.00' RT 25.00 -L- BF GIN V APPROACH SLAB' I AT-1 \/ F-
Z O +50.00 L I 45\43 RT + ` Y ` ii
0NORMAN JEROL SELBY JR 45.00' RT 120?0�0' RT -L S/ o. /6+6/.3( .
_N DETAIL 1 DETAIL 2 TY E-III to TYPE-III
SPECIAL LATERAL 'V'DITCH DB 1842 PG 792 70.00' RT _
RIP RAP AT EMBANKMENT
/ (Nat to Scale) (Not to Scale)
Ce +00.00 -L- END CONSTRUCTION O O `, / OO10'min.Ditch 15, llo.00' RT -DRV2- TA 11 +50.0014,2w 1 (� I 1121Entffli O ,, _.C11 ;N
Natural 1 ,�A1 w' Fill Grade 1.0 min. +60.00 -L- 0 O O V O ` O /
Ground 3., D Fla Slope O 0 03 N \��
120.00' RT 11V 1 O 1 IV N 0
GEOTEXTILE SPECIAL LAT. RESET METAL GATE
Min.D= 1 Ft. 'V' DITCH L
CLASS 'I'RIP-RAP 1 1 1 Zllll 11111 i y -
FROM -DRW1- STA.10+50 TO STA.11+25 RT SEE DETAIL 1 RIP-RAP AT `for FROM -L- STA.21+00 TO STA.24+00 RT FROM STA.17+06 TO STA.17+18 RT 1 1 1
ND B IDGF TYPE-III
EMBANKMENT TYP -III
EST. 7 TONS
NOTE: SEE SHEET 2B-1 FOR HORIZONTAL ALIGNMENT INFORMATION EST. 9 SYGF BEGIN BRIDGI- - - St o //+99075 FND PP OACH SLAB
-BM- 10 -L - Stao l6 +7P0P5 i : 4 , N 401 -L - tao l +1006?
DITCH LEGEND BRIDGE HYDRAULIC DATA
RIGHT DITCH - DESIGN DISCHARGE = 3609 CFS
I DESIGN FREQUENCY = 25 YRS
III DESIGN HW ELEVATION = 6.3 FT
BASE DISCHARGE = 5461 CFS
- BASE FREQUENCY = 100 YRS
BASE HW ELEVATION = 7.8 FT
OVERTOPPING DISCHARGE = 4068 CFS
OVERTOPPING FREQUENCY= < 10 (+) YRS
OVERTOPPING ELEVATION = 6.68 FT
DATE OF SURVEY = 12-21-2017
- W.S.ELEVATION
AT DATE OF SURVEY = -0.29 FT
BEGIN GRADE PI = 12 +25.00
TLt STA 11 +50.00 I I I
20'
ELEV. = 10.67' EL = 9.97 N PI = 15 +50.00 PI = 13 + 90.00 PI = 21 +25 PI = 23 + 75.00
.00
K = 198 EL = 7.19' EL = 7.75 EL = 7.77,
VC = 150' K = 83 K = 231 EL = 6.02' K = 143
I mommom VC = 170' VC = 150, VC = 1 10 0' VC = 150'
' I I I
10 (-)0.9300% (- 1.68 °
- - - _k3= - ) 89%
`�'� (+) /3500% (- 0.3000% �� - _
i e---
cn ', .... -"� I ....... I H0.3001% - ( i_)0.7000%
:.:+4 (+)0.4395••
0' � �'�'�'�'� I I I►:❖�•�••. I (+)0.2000%,
n E S?E!JA.
1 1 I I �°I LAT. 'V' I (RT)
4co
wco i
N 7ii 1I I / I _in _=- 1 PI = 2 0.30
CO BM#10 0 I PI = 22 00.00 E - 5.15
CO -10 N = 657439 M �` --I _1 + BEGIN SPECIAL El = 4.27
E = 2662383 m I I LAT. V' DItCH (RT�
N_, RAZ SPIKE 10" ELM PI = 21 +00.00
z I I a
EL = 4.46' � E� - 4.07
Cry m M I I W cn
c -20 mJ n
CO 10
1 3 I I 1 I I I I
z-0
-Do1-
10 + 00 11 + 00 12 + 00 13 + 00 14 + 00 15 + 00 16 + 00 17 + 00 18 + 00 19 + 00 20 + 00 21 + 00 22 + 00 23 + 00 24 + 00
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DocuSign Envelope ID: ECA5C133-36B0-4FB3-AA36-B320F1A99F7A
NNTB ,,1TB NORTH CAROLIRo R.c. PROJECT REFERENCE NO. SHEETNO.
3E. SixForkRoad, Suite200
leighNorthaolina 276094 LiCen Se N0: -1554 17BP.2.R.86 5
7 NATHANIEL AUSTIN CLADDING IV
co
01� RNd SHEET NO.
DB 1623 PG 804 �J� ` ROADWAY DESIGN HYDRAULICS
o
4 Q� ENGINEER ENGINEER
‘100
+09.87 -L- s0,-\�.•CARO//4ii � ����.•CARG�%�ii
43.00' L
1.4./4::(1%...0.4:4SEA5S
by ' ''moo by 'L � � = ' � SEAL � •75 15764
cusiyn
+35. 0 -L- usig„44, I.....``�. .• EI4J
29.5• LT i z �BF7D D,BZS��y ri TEIV� ` 6 10/201-3
18.51
\-61
io ' �gr�4n►► uuiu►�I i� '� 0 6/10/2019 /
N o i DOCUMENT NOT CONSIDERED FINAL
Xpi
CøL
' ••i� o
,_�� � UNLESS ALL SIGNATURES COMPLETED
- -v - ir�7 0 0 /' � RETAIN
\ --, VrtliMPFINI ___-_ --0 ______ . ./„—„, „is, .
. . ,i, __,./._
, -
tr, . ___, ---------/, --, 0 .„ _, ..„,„_.
30,
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N ,y / INC. o r , FRFFsirQONFs e
\ H/ // \ FX/ST "CPO6 ST
O / y \ RW -------___.........,
O / - . ,
,y I \ \ .
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•
END ROJECT 17BP.2.R.86
—L— ST 26 + 50.00
A
Cl)
Z
_0 '
Cl)_ '
•
O
ARIE JR & JANET M DEHOOG
DB 1497 PG 306
NOTE: SEE SHEET 2B-1 FOR HORIZONTAL ALIGNMENT INFORMATION
20, PI = 25 +50.00
i EL = 7.16'
K = 229
VC = 150' END GRADE
1 -L- STA +50.00
c 10 Iii HHi ELEV. = 26 7.47'
cn 10.34/7% (+)0.306 5%
cn
(—)0.3477%
0
0'
CC
00
CC
N
CO
—10'
C9 O
L
6-)/
o c\iU _20�
I 3
—Do1—
24 + 00 25 + 00 26 + 00 27 + 00 28 + 00
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DocuSign Envelope ID: EE695FE6-1227-48D5-8A6E-51 F1 F1 DE45A5
0— PROJECT REFERENCE NO. SHEET NO.
C•INTB
HNTBRale NORTH CthOLINA ,Caro P . C .
343 E . Six Forks Road , Suite 200 D O
Raleigh , North Carolina 27609 17BP.2.R.06 6
NC License No : C 1554
R'W SHEET NO.
_ ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
v_ DRvi . I . D RI
,,••..1.\\\1CARpz�,#, ,,t*,\\ CARof-7*s r/• ,
' � SEAL ! � = = ' q SEAL , :
.—TecuSig.ed P44575 r iculned by15764
BF7DevEsiro E �`1. , ��, �2359 F 7 ,,
I I I I 4/2 4/2 01f""u u i►�'��, 4/26/201 4 1I l I"�%,,,,
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
Ht
I I I
w O O `
r<
i I
Or<
0 0 - PI = 10+ 60.00 + �� I
8M EL = 4.56' Zo :
0 +
� Wa
W DITCH LEGEND
, K = 23
3QL> VC = 50 1
10 m to to w RIGHT DITCH to
�r14�?19% -1 H 1.4877% -
e
I 2 - � N - � 0 o0
0 t0
n BEGIN SPECIAL_
ZQ >
u, N J CH (RT) WQw
—10 W —10 —10 I P1 = to +5 r 1—�' `u Lu —10
E1 = 1.56
ce END PECIAL
ai I _ LAT. '�' DIT H (RT)
PI -- 11 +25.D0 I
—20 1 1 —20 —20 El = 1,19 —20
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DocuSign Envelope ID:AA51CFB2-D71A-433A-BFCC-EEAF37421AD4
.
C/ 1 r 1 r 1,
STATE OF NORTH CAROLINA SHEET NO.
DIVISION OF HIGHWAYS INDEX OF SHEETS IMP-1
SHEET NO . TITLE
TMP - 1 TITLE SHEET , VICINITY MAP , INDEX OF SHEETS
TRANSPORTATION MANAGEMENT PLAN AND GENERAL NOTES
TMP - 2 OFF SITE DETOUR AND DETAIL
BEAUFORT COUNTY \o
00
•
f ,.,,,,,. 04
..,,, 1111 41416-11.441, .%640/4 40 GENERAL NOTES N
•P iire 1*'
•
IMPLEMENT TRAFFIC CONTROL IN ACCORDANCE WITH THE
ROADWAY STANDARD DRAWINGS LISTED ON TMP - 1
11404
CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN
THE DETAIL DRAWINGS STANDARD DETAILS AND ROADWAY t%%4
DETAILS ARE NOT ATTAINABLE TO MEET FIELD CONDITIONS
OR RESULT IN THE DUPLICATE OR UNDESIRED OVERLAPPING
OF DEVICES . MODIFICATIONS MAY INCLUDE : MOVING ,
SUPPLEMENTING , COVERING , OR REMOVAL OF DEVICES AS
DIRECTED BY THE ENGINEER .
STATE FORCES WILL INSTALL AND MAINTAIN THE PROJECT
DETOUR AND TYPE III BARRICADES AT THE PROJECT LIMITS .
STATE FORCES WILL INSTALL MARKINGS AND MARKERS ON THE
FINISHED PROJECT . CONTACT JEFF DUNNING AT 252- 830-3493
TWO WEEKS PRIOR TO CLOSING THE ROAD FOR DETOUR
N INSTALLATION .
70
--Aj 41 GRADE AND SUPERELEVATION REVISIONS REQUIRE A TOTAL
SR 160 REPLACEMENT OF THE ROADWAY IN AREAS . COORDINATE WITH
'O FREE UNI N
PROPERTY OWNERS CONCERNING ACCESS TO DRIVES DURING
CHURCH D CONSTRUCTION . PROVIDE ACCESS USING INCIDENTAL STONE
AND FLAGGERS AS NEEDED .
•
PROJECT LIMITS
1�,,,� e
Hi hside
High g
School
PUNGO SWAMP
13
/ 264 ,,,
,„„, ,,,, \
S8
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LOCATION: REPLACE BRIDGE NO. 159 OVER PUNGO SWAMP
ei4
DOCUMENT NOT CONSIDERED FINALilmi4
E UNLESS ALL SIGNATURES COMPLETED
73
Uocusigned by:
PLANS PREPARED BY: HNTB NCDOT CONTACTS: , `
NORTH
APPROVED:�7,��r�nda ��
° °� :•INTBDATE: �14��F� 6BF48A
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0_ R . B . EARLY , P . E . S . J . HAMILTON , PE , CPM ,, `2
1- PROJECT ENGINEER DIVISION TRAFFIC ENGINEER o Z �.�``oQ` �ES... ey,'�,
r) J . A . PHILLIPS SEAL - : SEAL
023521 •
� PROJECT DESIGN TECHNICIAN �'F °e- HNTB NORTH CAROLINA , P . C . Vb..Ae...OREO..b.....
�. :0 oFNS �Ntir e 343 E . Six Forks Road Ste 200 .��c\J� TRP Raleigh , North Carolina 27609 e,, p (� ••%
�co NC License No : C - 1554 ���il,�iliB�o������
�i ` J J \ 'Id \ J

DocuSign Envelope ID:AA51CFB2-D71A-433A-BFCC-EEAF37421AD4
PROJ. REFERENCE NO. 1 SHEET NO.
17BP . 2 . R . 86 TMP - 2
R11 - 2 R11 - 4 z -, >- ^
r- � � SR 1609
0 48 x 30" 60" x 30" 0 '
0 b Q) Q G W
►► DETOUR _ DETOUR _ FREE NI cc
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„ ROAD Am, , ROAD CLOSED Lm M4 8M4 8 ( U ON CC
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1 u_
CLOSEDArA THRU TRAFFIC k` M4 - 10R y `.
1 I 1 �■ M6-1
DETOUR 48 ►r x 18
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� • 21" X 15"
I I I I
TYPE III BARRICADE TYPE III BARRICADE o O
cr
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21" X 15" O
'A ROAD CLOSED ., '� ROAD CLOSED .,
1� TO 1 1 TO 1
THRU TRAFFIC rA M4 _ 10 L ` THRU TRAFFIC rA
1_/A DETOUR '_■/A 48 ►r x 18 " 1 1 a
//A (-A.
1 1 1 1 9� is,
40
TYPE III BARRICADE TYPE III BARRICADE 64 � FsG i,,REFER TO RSD 1101 . 03 , o r Q '�( y cs)
(SHEET 1 OF 9) FOR ADDITINAL r (1) (t,,,
SIGN REQUIREMENTS z �4
_i
INCLUDING : N nn
W20-3 ( 16 EA) a
SP -4 (4 EA) -)
MAINTAIN ACCESS TO DRIVE THROUGH
CONSTRUCTION AREA USING INCIDENTAL
STONE AND FLAGGERS AS NEEDED .
/ ,
;\`. I n1111Mmiii........±ThInum....._
BEGIN BRIDGE
- L- STA 16+74+/ - TA CD
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o \` �`_� END BRIDGE _1 co
` __ �\ - L- STA 17+99+/ - tIO
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c STONE AND FLAGGERS AS NEEDED . �N ��
0
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(N DOCUMENT NOT CONSIDERED FINAL
1 UNLESS ALL SIGNATURES COMPLETED ®� ®��yy C44 TRANSPORTATION
AP EIhedby: ,``��,` 'CAij'0 �•,, a� ��$ MANAGEMENT PLAN
F34CAFSAC6BF48A... � � r
DATE: - SEAL •_ E To ® GENERAL NOTES
C� 4/25/2019 S. 023521 ; N.
��///• '' ' AND DETOUR
�� HNTB NORTH CAROLINA, P . C . °i�yO,•�•'�••.G,�N�:•G'�••Q��� �� �Q
Nr-m IINTB Raleigh , North Forks
Carolina Suite
27609200 ,'',''•,��1118• ..0,,` ��� ®(� 4r�A� a�
N .z SEAL
e=

STATE STATE PROJECT REFERENCE NO. SHEET TOTAL
NO. SHEETS
\Cf �, � � ., N.C.
17BPIR:86 EC-1
r STAT I ' OF (•// i \ THE CA i � (•)� ,[ NA STATE PROJ.NO. F.A PROJ.NO. DESCRIPTION
°O , 0
`O FREE UNI N -
• :) : V : S : NOF HiH \\ ' AYS
14 , ,_ , CHURCH RD`
PROJECT LIMITS Chu eh
• ? f„„ No ths;r - _ROSIOetnN AND SDIMI1N? CON?ROLMASURS
« ,, s� PLAN FOR PROPOS ,D
N ,, %
Std. Symbol
• PUNGO SWAMP _ ` I .1: i'&
PSI:
i'&
1�30.03 TSD
Temporary Silt Ditch
o
, H ,_ ( ' \\ �� \ C• SN OTL 1�30.05 Temporary�� �Il�ersIl®n _._ TD
• • � 1605.01 Temporary Silt ]Fence III III III
1606.01 Special Sediment Contr®l Fence
motki • • ....„,..0.0' \
'p '° BEAUFORT COUNTY 1622.01 Temporary I'erms and Slope Drains �`- `-
IS /
S' 2 6 4 air Silt asin Type /��/,
2 ‘1
1633.01 Temporary I' ock Silt ]neck �ype�A
e Temporary Rock Silt Check Type-A with
r JS Matting and Polyacrylaride (PAM)
V\ii ���♦
''' ?8 �` 1633.02 Temporary Rock Silt Check Type-IL ' �. /
MAP •
OFFSITE DETOUR waffle// Coir Fiber waffle ) :�
VICINITY
• • • • LOCATION: REPLACE BRIDGE NO. 159 OVER PUNGO SWAMP Wattle/ Coir Fiber Wattle
with Polyacrylamide (PAM) 0
• • 1634.01 T::::
Rock Sediment Dam Type-A : :
TYPE OF WORK: GRADING, DRAINAGE, PAVING AND STRUCTURE 1634.02 T ®ck Sediment yam Type-]� :D ''"' '"
1635.01 Rock Pipe Inlet Sediment Trap Type-A
C.,) , BEGIN PROJECT
Rp 1635.02 Rock Pipe Inlet Sediment Trap Type Ii I 4a U
JESTA7gP 1630.04 Stilling i�asin
II+S0.00 1
1630.06 Special Stilling iasin
/J (
T� H 264 4 ',ock Inlet Sediment Trap:
END BRIDGE 1632.01 Type ) (
A j
-D RVl- -L- POT 17 + 99 +/- 1632.02 Type It B •
oir
SR 1611 (JONES BRIDGE Rp � \RV3-
� 1632.03 Type C C M
BEGIN PRO ECT 17BP.2. : • ��__- J�
-L- POC STA ll + 50.00 )
�- -_-� Skimmer IND,SIlIlfl
0L4
lr
-L-
SR 1611 (JONES BRIDGE RD) Tiered Skimmer Inasin
-DRV2-
Infiltration IL asin
ill l•O
CiY&Af F ENVIRONMENTALLY
ti �tii o SENSITIVE AREA(S) EXIST
q,0 ON THIS PROJECT
BEGIN BRIDGE Refer To E. C. Special Provisions
_4
-L- POT STA 16 + 74 +/- for Special Considerations.
lid ; 0 •i •; : •
r' 4
6-'' POC STA 26 + 50.00
%'�� THIS PROJECT HAS
BEEN DESIGNED TO
SENSITIVE WATERSHED
STANDARDS.
J
GRAPHIC SCALE Roadway Standard Drawings
Prepared in the Office of: Reviewed in the Office of:
° OADSIDE ENVIRONMENTAL UNIT The following roadway english standards as appear in "Roadway Standard Drawings"- Roadway Design
THESE EROSION AND SEDIMENT H N T B N 0 R T H CAR 0 L I N A , P . C .P . C . Unit- N. C. Department of Transportation - Raleigh, N. C., dated January 2018 and the latest
li! CONTROL PLANS COMPLY WITH 3 4 3 E . Six Forks Road , Suite 2 0 0 revison thereto are applicable to this project and by reference hereby are considered a part of
Raleigh , North Carolina 27609 1 South Wilmington St. these plans.
PLANS THE REGULATIONS SET FORTH NC License No : C - 1554 Raleigh, NC 27611
BY THE NCG-010000 GENERAL 1604.01 Railroad Erosion Control Detail 1632.01 Rock Inlet Sediment Trap Type A
CONSTRUCTION PERMIT EFFECTIVE
° 2018 STANDARD SPECIFICATIONS 1605.01 Temporary Silt Fence 1632.02 Rock Inlet Sediment Trap Type
AUGUST 1, 2016 AND ISSUED BY 1606.01 Special Sediment Control Fence 1632.03 Rock Inlet Sediment Trap Type C
wE13:1 THE NORTH CAROLINA DEPARTMENT 1607.01 Gravel Construction Entrance 1633.01 Temporary Rock Silt Check Type A
C OF ENVIRONMENT QUALITY Designed by: 1622.01 Temporary 3erms and Slope Drains 1633.02 Temporary Rock Silt Check Type 3
c. PROFILE (HORIZONTAL) DIVISION OF WATER RESOURCES. 9 Reviewed by: 1630.01 Riser iasin 1634.01 Temporary Rock Sediment Dam Type A
1630.02 Silt 3asin Type 3 1634.02 Temporary Rock Sediment Dam Type 3
° NATALIE CHAN P E 3444 ANDY BLANKENSHIP P E 1630.03 Temporary Silt Ditch 1635.01 Rock Pipe Inlet Sediment Trap Type A
o� 1630.04 Stilling iasin 1635.02 Rock Pipe Inlet Sediment Trap Type 3
CV OtO
N NAME LEVEL III CERTIFICATION NO. 1630.05 Temporary Diversion 1640.01 Coir Fiber 3affle
Nci2 PROFILE (VERTICAL) 1630.06 Special Stilling iasin 1645.01 Temporary Stream Crossing
1631.01 Matting Installation
. J \ J \ J \ J \ J \ 9

PROJECT REFERENCE NO. SHEET NO.
17BP.2.R,86 EC-2
R'W SHEET NO.
ROADWAY DESIGN HYDRAULICS
COIR FIBER WATTLE WITH ENGINEER ENGINEER
POLYACRYLAMIDE ( PAM ) DETAIL
NOTES :
USE MINIMUM 12 IN . DIAMETER COIR FIBER ( COCONUT FIBER ) WATTLE .
1.\ '9°
�GN� USE 2 FT . WOODEN STAKES WITH A 2 IN . BY 2 IN . NOMINAL CROSS SECTION .
QP
ONLY INSTALL WATTLE ( S ) TO A HEIGHT IN DITCH SO FLOW WILL NOT WASH AROUND
WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED .
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE
TO WEDGE WATTLE TO BOTTOM OF DITCH .
See Inset A PROVIDE STAPLES MADE OF 0 . 125 IN . DIAMETER STEEL WIRE FORMED INTO A
4111111111
U SHAPE NOT LESS THAN 12" IN LENGTH .
♦�♦'�Ni EDGE OF PAVEMENT
N411111111
♦�� '� INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE
AND AND AT EACH END TO SECURE IT TO THE SOIL .
77.4
..00.E►.o•'•Viel /,�♦♦♦�
COIR FIBER WATTLE ��♦♦�
N�♦ 4 A( G� INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE STANDARD SPECIFICATIONS .
��/ Q CJ/ PRIOR TO POLYACRYLAMIDE ( PAM ) APPLICATION , OBTAIN A SOIL SAMPLE FROM PROJECT
LOCATION , AND FROM OFFSITE MATERIAL , AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
MATTING TO BE APPLIED TO EACH WATTLE .
BACK INITIALLY APPLY 2 OUNCES OF ANIONIC OR NEUTRALLY CHARGED PAM OVER WATTLE WHERE
SLOPE WATER WILL FLOW AND 1 OUNCE OF PAM ON MATTING ON EACH SIDE OF WATTLE . REAPPLY
PAM AFTER EVERY RAINFALL EVENT THAT IS EQUAL TO OR EXCEEDS 0 . 50 IN .
PAM
( 2 OZ . ) ,
ISOMETRIC VIEW .♦♦♦♦♦. ,
gIEI!IIIt
►♦♦♦♦♦♦♦♦♦4
ems........."QApr• .. a .= '4 = = r = . r• •••• • • li
2 ' MAX . 2 ' UPSLOPE •. /
STAKE NATURAL GROUND STAKES STAPLES ♦�♦♦♦♦♦♦i
PAM PAM .���.
:❖:❖:❖:❖:.`. .❖:❖:❖:❖:•: I N S E T A ( 1 oz . ) INSET B ( 1 oz . ) INSET C
i•�•iiiiiiiii0`. .�iiiiiiiiiiii
�•.•••.••••.•.. ,v.............
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9 \\ \
• . '��:❖:•'❖:O❖:❖i ii•��i'�•i `i :❖:❖:�❖:❖:A •
l ;• 4, 41: ‘Z A 4ts:t % \ \\ \
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MATTING ::::::
2 ' DOWNSLOPE
UPSLOPE iO•'O•'O•
STAKE 41""" DOWNSLOPE
STAKE •
CROSS SECTION •...•...•... STAKE
°O�°i�°•:❖:❖:❖
VEE DITCH 1 ♦♦♦♦'� .♦♦♦♦♦♦♦♦♦ PAM, OZ.)
)
See Inset CVAR . ♦♦♦♦ :❖:❖:❖3r♦�►- '♦♦♦♦♦
2 I N . 2 ' UPSLOPE
♦♦♦/►�•••••• ♦�i�♦♦♦♦♦♦
FLOW ♦♦♦♦ �'�'�'�'� .4* A ♦♦♦
STAKE ♦♦♦��::�:�:�:�:a♦♦♦♦♦♦♦♦♦
NATURAL GROUND ♦♦I� o•o•.o�♦♦♦♦♦♦♦♦
Oiiiiii. .�•�O.00Oi O•.O•••
��.•0 .
.�••••••.��❖.••••❖••••••••.�' •.•.••
•
. .•,:•,.• `• OO' ° ;• ° •. . PAM ►►,:0;•;0; -,0;;•;i• See Inset B MATTING
QO200 , !
- N ice ; . ( 1 OZ . )
4 • ......
. \,\
MATTING A _.....
►�•�•••�•••�•
2 ' DOWNSLOPE
CROSS SECTION STAKE7 //
TRAPEZOIDAL DITCH
TOP VIEW

PROJECT REFERENCE NO. SHEET NO.
17BP.2.R.86 EC-2A
R'W SHEET NO.
SILT FENCE COIR FIBER WATTLE BREAK DETAIL ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
NOTES :
USE MINIMUM 12 IN . DIAMETER COIR FIBER ( COCONUT FIBER ) WATTLE AND
LENGTH OF 10 FT .
EXCAVATE A 1 TO 2 INCH TRENCH FOR WATTLE TO BE PLACED .
DO NOT PLACE WATTLE ON TOE OF SLOPE .
ROAD
GRADE -411141110 i
USE 2 FT . WOODEN STAKES WITH A 2 IN . BY 2 IN . NOMINAL CROSS SECTION .
FILL INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN
MATERIAL ANGLE TO WEDGE WATTLE TO GROUND .
PROVIDE STAPLES MADE OF 0 . 125 IN . DIAMETER STEEL WIRE FORMED INTO A
U SHAPE NOT LESS THAN 12 " IN LENGTH .
-.4411110 INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF
WATTLE AND AT EACH END TO SECURE IT TO THE SOIL .
..♦
.-Z WATTLE INSTALLATION CAN BE ON OUTSIDE OF THE SILT FENCE AS DIRECTED .
•ems
. :
;•'•'••♦'•� \ INSTALL TEMPORARY SILT FENCE IN ACCORDANCE WITH SECTION 1605 OF THE
SILT '.•?
FENCE WATTLE STANDARD SPECIFICATIONS .
i .s.
TOE ♦����� •
OF FILL �, .
INSET A ►:�:•:�:�:�:•:�:�:�
yi
ISOMETRIC VIEW 1
1 " - 2 " TRENCH
FILL SLOPE 12 " WATTLE
SILT FENCE SILT FENCE POST
POST H 9 FT . H
4 WOODEN
UPSLOPE STAKE
2'
STAKE SILT FENCE
2"
( H 4 FT . H i
♦ SEE INSET A
ow r. A- -. -.-.-.-� .-.-.- _ i ♦ 411i..
._._..ii- �000�►0000♦ ♦OOMOO♦ ♦000000♦ ♦00♦ ►OOOop I - - - 'i - - .y;...._ ; .. 10 - 11 ►0000000♦ ♦00.000�►0000000♦ ♦00� ♦000�0�♦ ♦ �.�.�.o
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f1 TI = _ _TTf = - ' r _ _T—_ ,— 1Tf= 1= ,I I H I I I-
— :.� mi 1%i
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\ 2 FT .
12" WATTLE
STAPLE
DOWNSLOPE STAKE
VIEW FROM SLOPE
SIDE VIEW

PROJECT REFERENCE NO. SHEET NO.
17BP.2.R.86 EC-2B
R'W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
COIR FIBER WATTLE BARRIER DETAIL
NOTES :
USE MINIMUM 18 IN . NOMINAL DIAMETER COIR FIBER ( COCONUT )
WATTLE AND LENGTH OF 10 FT .
ROAD EXCAVATE A 2 TO 3 INCH TRENCH FOR WATTLE TO BE PLACED .
GRADE FILL DO NOT PLACE WATTLES ON TOE OF SLOPE .
MATERIAL
USE 2 FT . WOODEN STAKES WITH A 2 IN . BY 2 IN . NOMINAL
CROSS SECTION .
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE
STAKES AT AN ANGLE TO WEDGE WATTLE TO GROUND .
/10111110 ��OD .
PROVIDE STAPLES MADE OF 0 . 125 IN DIAMETER STEEL WIRE
-�•• O FORMED INTO A U SHAPE NOT LESS THAN 12 " IN LENGTH .
.4� : :-=�'�'' INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
4�: �'''' BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL .
WATTLE
FOR BREAKS ALONG LARGE SLOPES , USE MAXIMUM SPACING OF 25 FT .
TOE -s- ...- - ,, z
OF FILL ,.
4r.• '
FILL SLOPE
`.
INSET A .•,!,•,�,•.,%,•
ISOMETRIC VIEW �.�� ,
.
2 " _ 3 ►► TRENCH
2' WOODEN I I I I
STAKE/
TOE O F FILL
2" 18" WATTLE
H4 FT . ►-I . I
� UPSLOPE STAKE * 4$$$$$$$$$$$*
- - 4-I 11 It -i III 1 �1'III L i!• I��ii-fii ii. 41 ► �� _ %
_TIT T TT1 � _ _ III-1 1Tf_ Tff ���������������1 ►�������������i ���������������I♦►��������� ►���������.
H
2 FT .
SEE INSET A 18 " WATTLE
DOWNSLOPE STAKE
FRONT VIEW TOP VIEW

PROJECT REFERENCE NO. SHEET NO.
17BP.2.R,86 EC-2C
RNV SHEET NO.
TEMPORARY ROCK SILT CHECK TYPE ' A '
ROADWAY DESIGN ENGINEER HYDRAULICS
ENGINEER
EXCELSIOR MATTING AND POLYACRYLAMIDE ( PAM )
EXCELSIOR NOTES :
MATTING
FLOW
B ii
INSTALL TEMPORARY ROCK SILT CHECK TYPE A IN
ACCORDANCE WITH ROADWAY STANDARD DRAWING NO . 1633 . 01 .
SEDIMENT CONTROL STONE 4 �-'�'` *,tit4wUSE EXCELSIOR FOR MATTING MATERIAL AND ANCHOR
''` �.4&e..:'�'hr.,,A �''"�' '1`'� '�' MATTING SECTION AT TOP AND BOTTOM WITH CLASS B STONE .
..7::�r.�:Y.yr.N�..1.�:0�•.`::.7:Ir...r:�i hr.lamer.).�:ri1.�►-�1
In-- A"iti",4114An4A-f-
A ,00, 0 A PRIOR TO POLYACRYLAMIDE ( PAM ) APPLICATION , OBTAIN
Oc O •. 7 � Oo .. Oo O .
° ° ° ' ° '' ° ° ° '' ° ° ° ° ' IA SOIL SAMPLE FROM PROJECT LOCATION , AND FROM OFFSITE
moo ,o 0.? o o 0 D 9 0 0 moo moo . I° '' MATERIAL AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
o p OoD p oD p Oo� p OoD p Oo� p OoD p OoD p OoD ,
O D O D 0 0 0 J, O 0 O
° s �r0 ° ° 0 ° . 0 0 () TO BE APPLIED TO EACH ROCK SILT CHECK .
. O D 90 D 90 C �r0 D p0 p0 • pO D p% 0
• D p O D p !: p O D p 0 , O D p O D
• 0aO o 'J 00 0a0 0a0 moo" INITIALLY APPLY 4 OUNCES OF POLYACRYLAMIDE ( PAM )pi �, pp
O O O (Th /i O
D 0 0 (> p 0 D 90 C 0 D
.o o0y� BOO �O� BOO TO TOP OF MATTING SECTION AND AFTER EVERY RAINFALL
po pO D p0 p0 •
40q' EVENT THAT EQUALS OR EXCEEDS 0 . 50 INCHES .
ir
�" D �° O o� D
STRUCTURAL STONE , �n - _n
B -
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EXCELSIOR
MATTING SECTION B - B CLASS B STONE
SECTION A - A

PROJECT REFERENCE NO. SHEET NO.
17BP.2.R.86 EC-3
DI V IiJION OF HIGH VV AYS ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
STATE OF NO I' TH CA l' OLINA
SOIL S TABILIZA T10N TIMEFRAMES
sl F DI- SCRIP l /ON SI AB// //A / /ON I //// I /M/ I RAMI I XC/ Fl /ONS
PERIMETER DIKES , SWALES , DITCHES AND SLOPES 7 DAYS NONE
HIGH QUALITY WATER CHOW ) ZONES 7 DAYS NONE
SLOPES STEEPER THAN 301 7 DAYS IF SLOPES ARE 10 ' OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 201 , 14 DAYS ARE ALLOWED .
SLOPES 3e1OR FLATTER 14 DAYS 7 DAYS FOR SLOPES GREATER THAN 50 ' IN
LENGTH .
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4d 14 DAYS NONE , EXCEPT FOR PERIMETERS AND HOW ZONES .

6 // I —' __— // \ 1 \ I / / / / / \—'
/ I — C�NTB p PROJECT REFERENCEDO NO. SHEET NO.
' // / \� '� /?;, II / 1114 / Raleigh, 176P.2.1t.06 EC-4/CONST.4
Cr / / I / n 343 E. Six Forks Road Suite 20
WMT HOLDINGS L,I I ' , I '\I\' Icpl I NC License N%: 8-1554 /
I / I ' I '4\ , / I ' /
/ 11 _—_\ '' \�\\�`\�---/ 1 i I _—�'/ / 1I ct NAD 83/NA 2011 --_ / , /' /' R'W SHEET NO.
co / I / • \ - i /
--_-
BEGIN P � ECT 17BP 2 R 86 3-\ \) -----
r \ \ BEGIN / ,' i// , ,B'EG�N ,CONSTRUCTION , __-e ___�/
J \ \ \ CONSTRUCTION / / / ; , \ /
.14I \ 3 \ -DRVl- STA 10+00.00 / ' /'/ ` I / /° ,' -•DRVi3- STA�b+00.00 /' ,' /' 6/
,_ i _ ,, STA 11 + 50i00 / I l - / /
II /� - / l 1 / ,-' i ��:' ,2 --' \ __/,// ,f __
i I' I _-- \ I NATALIE CHAN P.E.
cb / 1 / I I 1 ' \ I © 1 EROSION CONTROL
��� \\\ I\ \�_�'� 1 1 \'' / ,co / I \ I // �, / 1 , / / / /��\ \ I I�-- I I \1 \ I \ / / ,i
Q o \ / / / / , ` / ti / ' I I r 1 \ 1 I NATHANIEL AUSTIN GLADDII)IG/I� LEVEL III
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\ I \ \ / ' I ; ' / i; i 11 ' N _-Q/' -,� -- 1 1 ' i / ; CERTIFICATION #3444
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SEE PROJECT SPECIAL PROVISIONS �'-"/ \ cAJE \_ -- Cs ' „• .��� -,.; 3K1 , \ `\ `\ \\\5 \ `\ \ ; ,. I �► I� mz \
1 ,4--\ \ I 1 I \,� �\ ,8, ,\ -— , \ I ` `, \\ \\\ \ BFGIIV APPROACH SLAB A.
r DETAIL 2 I\IbRMANM-JEROL S 'BY( JR \► �-' \� //' \\\ ? ' �`_- ' ' / \ 11 i \ \ \` —L— Sta /6+6/ 37 TYPE-III y TYPE-III
/ /DETAIL,fi \ a / , / I \ \ \ \\ ° °
/ SPECIAL LATERAIa'V'p/ETCH RIP RAP AT EMBANKMENT\ 1 \ / / \\ \_.--\ - ___ `\ I /'_ I / /— /' /' ,' \"\ \\ \ \\ I `\�N\\
1 , i Not to Scale) i (Not to Sdale) —_ % ——� \ I / P \ \
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CLASS '?'RIP-RAP SEE DETAIL 1 \ \ \\ .. \ // \`\ \ 1 / i i rill 1111 -- i i 1
FROM -DRWI- STA.10+5 TO STA.11+25RL_\ FR M STA.17+06 TO STA.17+18 RT NOTES: 1. THE CONTRACTOR SHALL INSTALL SPECIAL SEDIMENT CONTROL FENCE RIP-RAP AT \ \ \\ \ �\ `---' ) \ \ 1 1 I
FROM -L- STA.21+00 O STA.2a+00/IRTT \\ \ 2 EMBAJ\1KMENT ,1 \\ \\� \\ z�'-- \\\\\\ TYP -III TYPE-III
\ \ OR WATTLES IN LOW AREAS OF SILT FENCE AND UNDER THE BRIDGE, EST. 7 TONS , I • IV D B I DGF
\--, \ k.-' AS NEEDED OR DIRECTED BY THE ENGINEER. EST. I? �c�F / //,�___ i / `� //c- BFGIIV BRIDGE I —\_',— St _ I7+99a75 , FND PP OACH SLAB
'--/ \\\ ' ! /2-, 2. THE OUTSIDE BUFFER WETLAND OR WATER BOUNDARY SHALL BE \ /'Co`_-_--4 \ �' \`s\ /' /'' n n °
\ \ \ `- CLEARLY MARKED BY' HIGHLY VISIBLE FENCING (ORANGE SAFETY FENCE). \ \\\\\` \\\ \\ \; ///'/' —L— Staa /6�7/ a/ 5 \ r .4.
N N -L- taa I +10a62
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DIT Ch LEGEND 1111111
gliRlIGIF /IYbhUI J A l➢A A
�rUHr url i .� fFSIGN DISCI-lARGF — .I3609 S
DESIGN /-1-EQ1JL:NCY = 25 Y/9S
DESIGN /*V —LEVAT ION = Si FT
RA.SF. !7/6r^H a II �F. = 5461 CFS
FRL Q CY = /00 YRS
— BASE 'iYV ELEVATION = 7.8 FT
OVEPTOPPIG DISCHARGE = 4065 CFS
OVERTOPPING FREQUENCY—C i-0 -(+ YPS
OVERTOPPING ELEVATION — 6.68 FT
DATE OF SURVEY = I2-2(-40/7
W.S.ELEVATION
AT DATE OF SURVEY = —029 FT
BEGIN GRADE pi = 12 +25.00 _ _
-L-- STA 11 +50.00 — PI - 15 + 50.00 1 PI - 23 75.00
20' ELEV. - 10.67' EL = 9.97' PI = 13 + 90.00
K = 198 - Et = 7.19' — tt = ?.T5' P1 = 21 + 2 00 EL = 7. '
VC = 150' K = 83
K = 231 EL 6.02' K = 14
VC - 170' VC = 150' K = 150 -- — — VC = 1 • e'
7�o (-•0.3000w°
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m LAT, V' DITCH (RT) _ 7
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m R IKE 10" ELM Z PI = 21 +0C.Q+0
F Ft 4.46' 0 = h EI - 4.07
—2 0- 2 s
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0 \ \ \ / II :MINTB 343E .NORTH ForksIRo, P.C. PROJECT REFERENCE NO. SHEET NO.
6 \ �/ / N\ \\ \ I\ /�,
343Ral E. Six Forks Road, Suite 200 —
`\ // ® 1 1 \1 i I \e \ 1 11� /�\ .� Raleigh, North Carolina 27609 176P.2.R.86
1 I 1 \ \_ \\ I /li \\ / NC License No: C-1554 EC-5/CONST.5
1 l, NATHANIEI,'AUSTIN G,LADDING IV \\ \ 11 \\ \"' )' i i o11 R'W SHEET NO.
CD \ \ / I c-) \ \ I \ I z r1 —
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I'/ 1 \ '•` \ I / NATALIE CHAN, P.E.
\\ m, \ -, , ; ; `\\ \\\ \ \, EROSION CONTROL
LEVEL III
\ \ / 1 / / \
\ \ \ ' \ \ \ CERTIFICATION #3444
\ \ . \ \ ,' /' / 1
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I 1 I �� I 1 / 1 /. 1 \ \\
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I 1 __,% . / ,'.1\\ END \ ROJECT 17BP.2.R.86
\ %'' ' . , \ ' \ -L-w\ ;$;TA 26 + 50.00
\\ ' . \ ,.\ \I I \I I , \I 1\\I I \ I
\ �_ \� \ / 1 1 \ 1 \ I 1\\ I
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1\ \\ \ I \ \\ \\ \ \\ ,61\
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1 �� ' III I // /I I I I I
\ II \N, I�RIEi\ JR & JANET 1�1/DpF{OOG` /' 1 I I I
' III \ 1\ \ \ NOTES: 1 . THE CONTRACTOR SHALL INSTALL SPECIAL SEDIMENT CONTROL FENCE
I' 'i)�� ti 1' i 1 \\\ OR WATTLES IN LOW AREAS OF SILT FENCE AND UNDER THE BRIDGE
I\ ) \' ' '\ \\ I 11 ) / \\ \ �\ ' ' AS NEEDED OR DIRECTED BY THE ENGINEER.
` ; ; 1\ �=-\I ', ,I2. THE OUTSIDE BUFFER, WETLAND OR WATER BOUNDARY SHALL BE NOTE: SEE SHEET 26-1 FOR HORIZONTAL ALIGNMENT INFORMATION
\\ \ , '. \ 1 \ I I I I \ CLEARLY MARKED BY HIGHLY VISIBLE FENCING (ORANGE SAFETY FENCE).
I
\ \ \ \ ` 1 / 1 1 1 \ I 1 1 I \ ,
I \ \ I / I ( i \ \ \ \ \ ,' \
20, PI = 25+50.00
EL = 7.16'
K = 229 III III
VC - 150' FND---GRADE
10r I -1.- STA 26 +50.00
ELEV. - 7.47'
E)13477% _�, (+)0.3065%
�- -0 0 0
(-)0.34 77°'0
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CO —10
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24 + 00 25 + 00 26 + 00 27 + 00 28 + 00
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STATE STATE PROJECT REFERENCE NO. SHEET I TOTAL
NO. SHEETS
N.C. 17BP.2.R.86 RF-1
STATE PROJ.NO. F.A.PROD.NO. DESCRIPTION
PLANTING DETAILS
SEEDLING / LINER BAREROOT PLANTING DETAIL
REFORESTATION
HEALING IN DIBBLE PLANTING METHOD
USING THE KBC PLANTING BAR
1. Locate a healing—in site in a shady, well TREE REFORESTATION SHALL BE PLANTED 6 FT. TO 10 FT. ON CENTER, RANDOM SPACING,
protected area.
2. Excavate a flat bottom trench AVERAGING 8 FT. ON CENTER, APPROXIMATELY 680 PLANTS PER ACRE.
12 inches deep and provide drainage.
In I IMJ_In I I IMEJJ=111E111=111
/ 111E111E111E111E111-11 I-1 I FI
♦ 1-1 T I-1 11-1 I I-1 11-1 T 1-1 I I-1
y/ — 2 inch
♦ `/
L1�
�#W �TI - �-- � - -
i S ��// . - I - -1I _ 1 =11�� II 111 1 1 _ -_- S T-111-
—III—III III—III 11 —III—I I , —III-111Ell I 1—III , �III—III-11\
=1 T 1=_ll1=_1L 1T 1 11= =11 1-111-11 4 I 1=1 I la I I= _I I I—I 11=11 11=1 11=11 IE
4:,
// =III—III— —III=111_U =111111E f a 11=1 T 1=1 I J1 111 1T 1=11
=1 11=1 11=1 11=1 11=111=-111 =1 T 1=1 I ,_1.111=1. I_I- =11 I_I 11=11 I—J1=ll 1 I I-
/� /,' —I I I—I I I—I I I-11=111—I I I I— El 1 FLua I a11—I 1 =111=1 11=111—I 11=1ll ll
:1 11 I 1 Di 1 1 111III111= d 11I III I I f,;,III11 la 1 I EI I I1 I I III I I 111-111-
1. Insert planting bar 2. Remove planting bar 3. Insert planting bar
as shown and pull handle and place seedling at 2 inches toward planter
toward planter. correct depth. from seedling.
3. Backfill the trench with 2 inches well
rotted sawdust. Place a 2 inch layer of
well rotted sawdust at a sloping angle
at one end of the trench.
•.,,A. :
/*> :'::'1": ":'''': :''.. : :''. :. : ' . : :"': '
A // •• :. : .• .. : .•: • :. • . :. : ' s
v • • • • . • • . • : . , / s /
REFORESTATION
MIXTURE, TYPE, SIZE, AND FURNISH SHALL CONFORM TO THE FOLLOWING:
d 11 1= 4' i 11E111E111E 11 I I —11 ll 111 i 1L 0 11E111=111
Ell 1 , 111E111=11 11 1 H111 '? 11=111=111 I I LI 1=1 ` I I 11 I I
-111 il—II , I1IIIEIIIE II 11I-1I�� 111E111 II 11=III v11=111=111
I1I '—111111=11 II 1 E111 : 11-11E111 II —111=11 '' 111E111 30% PLA TANUS OCCIDENTALIS AMERICAN SYCAMORE 12 in - 18 in BR
/ _III- - 111 ll 111 - 1111E_1L Mal I-I I I 11=111=111- I I-1 11=111
4. Place a single layer of plants `/ / / / \ =11 a I fl 11-11Hi11—I I I I 1=111—I I I_f-1 11-1 I I I a 1 Ewa 1 is 1 a 11
against the sloping end so that :111-117 ,111 l-III-1ll 11=111=1 11= — 1= 111E111E111E111E111=111
the root collar is at ground level. : • • • . �� 4. Pull handle of bar 5. Push handle forward 6. Leave compaction 30% FRAXINUS PENNSYLVANICA GREEN ASH 12 in - 18 2n BR
0..:' :'I. . :' ••'. .. • `' toward planter, firming firming soil at top. hole open. Water
soil at bottom. thoroughly. 40% BETULA NIGRA RIVER BIRCH 12 in - 18 in BR
PLANTING NOTES:
` . . . PLANTING BAG
During planting, seedlings '�'��C
shall be kept in a moist '
canvas bag or similar I
S. Place a 2 inch layer of well rotted y ' litirylfill ' -; container to prevent the
sawdust over the roots maintaining ' root systems from drying.
a sloping angle. _ __ _ . _
L.. .. .. .. . , . . .. .-.. . . . . .. .
��i 1 I'
. • . . . . i''-
. % KBC PLANTING BAR
/� / . , ' Planting bar shall have a
�/� blade with a triangular
cross section, and shall
be 12 inches long,
4 inches wide and
1 inch thick at center.
I
6. Repeat layers of plants and sawdust 111111pu
as necessary and water thoroughly. ROOT PRUNING REFORESTATION DETAIL SHEET
All seedlings shall be root
pruned, if necessary, so that \ /
no roots extend more than �/ N.C.D.O.T. - ROADSIDE ]ENVIRONMENTAL UNIT
10 inches below the
root collar.
\ ` J

DocuSign Envelope ID:388FF484-2202-4183-AE71-EF5CA63ED025
TIP. NO. SHEET NO.
\0 . \
= STAT [' • F * ITHE C I" * L _ 17BP.2 . R. 86 —
� UC 1
Oo 70
„ \ D IF V _ S _ * N * IF H -1 ( i Fl \\ " . A‘ YS \•
•
I:4 , c,
'O FREE UNION
• CHURCH RD
(1"Ni •,
, UTILITY CONSTRUCTION PLANS
miii,
4r, PROJ ECT LIMITS
d_ Northsi
1:4:1 / Pdir '
High
ol
PU N GO SWAMP Scho
BEAUFORT COUNTY
ate • ,
•
•
r...._ _ip , L ,
ri'll 264
cr, •ir) -
jo, Rd LOCATION: REPLACE BRIDGE NO. 159 OVER PUNGO SWAMP
C.,)
Lramil SR
is TYPE OF WORK: GRADING, DRAINAGE, PAVING AND STRUCTURE
VICINITY MAP • OFFSITE DETOUR • \
e,94 \\\T° HUC-4
4l MEi
\ \\ rR "°s ARus
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1 1 I NOTES:
°' 1 . CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II.
2 . THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
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1 UNTIL ALL SIGNATURES ARE COMPLETED
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N — 598 East Chatham Street Suite 137 DIVISION OF HIGHWAYS
m — M A Engineering
50 25 0 50 100 SHEET NO.: DESCRIPTION: car NC 27511 HIGHWAY DIVISION 2
OWNERS ON PROJECT ��/ Phone: 9s7.297.0220 Fax: [phone] 105 PACTOLUS HIGHWAY (NC 33)
O �� Consultants, Inc. NCLicense: F0160 ,,, ,,,
IMILT
o P.O.BOX 1587
� PLANS •••.
FOR ;``�O��N•'••"••���L�'; ��'�. -y GREENVILLE NC 27835
UC-1 TITLE SHEET : :•F E s s io•..9 ; �Fti Qo PHONE [phone]
HNTB NORTH CAROLINA , P . C . ;•q� l7•; TOF TRFY' FAX [phone]
50 25 0 50 100 UC-2 UTILITY SYMBOLOGY :EINTBgTe%hs—Nirwmwias,29200 ��OCUicibySEAL rO (A) WATER — BEAUFORT COUNTYNC License No : C - 1 5 5 4 761 1 i DIVISION PROJECT
o I I I i i UC-3 NOTES WATER DEPT m F7rB `� �c,Q;•
JEFF CABANISS PE
�O PROFILE HORIZONTAL ;,,Fe••,• ►N•••.••,, s DEVELOPMENT ENGINEER
UC-3A — 3B DETAILS KEVIN ZDEB, PE PROJECT ENGINEER N c. 1 HEATHER LANE, PE
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PROGRAM MANAGER
OzQ 10 5 0 10 20 UC-4 PLAN /PROFILE SHEET WEBB WHITE UTILITY COORDINATOR DWAYNE SMITH DIV. UTILITY COORDINATOR
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VICKY WANG, El DESIGN ENGINEER — —
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0- PROJECT REFERENCE NO. SHEET NO.
,,,- ST N • I��, TH CA I��, (OIL 17 B P . 2 . R . 8 6 U C- 2
�a A‘ T I ' •
:i: v : s : sN OF HiHVAYS
UTILITIES PLAN SHEET SYMBOLS
PROPOSED WATER SYMBOLS PROPOSED MISCELLANOUS UTILITIES SYMBOLS
Water Line ( Sized as Shown ) 12-, WL Power Pole 6 Thrust Block
AR
111/4 Degree Bend +++ Telephone Pole -o- Air Release Valve •
22/2 Degree Bend +•k Joint Use Pole -6- Utility Vault a
45 Degree Bend +�` Telephone Pedestal TEL Concrete Pier
90 Degree Bend 4 Utility Line by Others MMEMMEMMEMMEMPROP O/H POW LINES- Steel Pier O
( Type as Shown )
Plug 1 Trenchless Installation -12" TL INSTALL_ Plan Note
NOTE
Tee Encasement by Open Cut 1 24" ENCAS BY OC Pay Item Note
PAY ITEM
Cross + + Encasement 1
24" ENCASEMENT ,
Reducer ►s
Gate Valve ;; EXISTING UTILITIES SYMBOLS
Butterfly Valve // Power Pole l *Underground Power Line P
Tapping Valve // Telephone Pole + *Underground Telephone Cable T
LS
Line Stop 1 Joint Use Pole 4- *Underground Telephone Conduit TC
LS/BP
Line Stop with Bypass 1 Utility Pole • *Underground Fiber Optics Telephone Cable TFO
Blow Off Utility Pole with Base o *Underground TV Cable TV
Fire Hydrant t H - Frame Pole •• *Underground Fiber Optics TV Cable TVFO
Relocate Fire Hydrant lo" Power Transmission Line Tower X *Underground Gas Pipeline
y REM FH Aboveground Gas Pipeline A/G Gas
Remove Fire Hydrant Water Manhole o
Water Meter P'M Power Manhole © *Underground Water Line W
Relocate Water Meter RiM Telephone Manhole m Aboveground Water Line A/C Water
Remove Water Meter REM WM Sanitary Sewer Manhole o *Underground Gravity Sanitary Sewer Line SS
C
on Water PumpStation IPs(W)I Hand Hole for Cable HH Aic Sanitary Sewer
Aboveground Gravity Sanitary Sewer Line ��
N RPZ Backflow Preventer P® Power Transformer 21 *Underground SS Forced Main Line FSS
CD
DCV Backflow Preventer P® Telephone Pedestal m Underground Unknown Utility Line 7UTL
CO RRPZ
00
Relocate RPZ Backflow Preventer ® CATV Pedestal m SUE Test Hole m
N
Relocate DCV Backflow Preventer R® Gas Valve 0 Water Meter
/
° Gas Meter 0 Water Valve
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PROPOSED SEWER SYMBOLS
Located Miscellaneous Utility Object o Fire Hydrant .0
on
c
L Gravity Sewer Line
G) ( Sized as Shown ) 12" SS Abandoned According to Utility Records AATUR Sanitary Sewer Cleanout e
c
E Force Main Sewer Line mmmmmmm=12" Fss=mmmmmm End of Information E.O.I.
W ( Sized as Shown )
Manhole
( Sized per Note ) •
*For Existing Utilities
Sewer Pump Station PS(SS)
Utility Line Drawn from Record
N/ W
`Li'd-
LOLid- ( Type as Shown )
/EL Designated Utility Line
, ( Type as Shown ) W
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REV: 2/1/2012
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DocuSign Envelope ID: F5B878C2-D860-4442-8BDF-BEF71D8BC572
PROJECT REFERENCE NO. SHEET NO.
17BP. 2. R. 86 UC-3
DESIGNED BY: VW
.�`���N"CA I?7
DRAWN BY: VW c?L ..•..•..... /,y ';
CHECKED BY: KCZ
�;OFFS$/0••�q
APPROVED BY: KCZ , :pocuJgr2dby:SEAL
Iltv:.a•' �611
REVISED: �'•�
UTILITY CONSTRUCTION NORTH CAROL I NA ` F ,ES� ��i611 <•'
DEPARTMENT OF �''„;�I'/N•C:•�ti0�' `��
TRANSPORTATION ,,,,,,,,,,,,,t�``
UTILITIES ENGINEERING SEC. 4/10/2019
PHONE : ( 919 )707-6690 UTILITY CONSTRUCTION
FAX: ( 919 )250-4151 PLANS ONLY
GENERAL NOTES : PROJECT SPECIFIC NOTES :
UTILITY CONSTRUCTION
__� M A E n g i n e e r i n g Ca East Chatham Street-Suite 137
�� Car,NC 27511
// Consultants, Inc. NC Licese9 2a6020 Fax:[phone]
1 . THE PROPOSED UTILITY CONSTRUCTION 6. THE PLANS DEPICT THE BEST AVAILABLE 1 . PROPOSED OPEN TRENCH WATER LINE DOCUMENT NOT CONSIDERED FINAL
SHALL MEET THE APPLICABLE REQUIREMENTS INFORMATION FOR THE LOCATION, SIZE, AND SHALL BE 6" DUCTILE IRON PIPE, CLASS 350, WITH UNTIL ALL SIGNATURES ARE COMPLETED
OF THE NC DEPARTMENT OF TYPE OF MATERIAL FOR ALL EXISTING GRIP RINGS.
TRANSPORTATION'S "STANDARD UTILITIES. MAKE INVESTIGATIONS FOR
SPECIFICATIONS FOR ROADS AND DETERMINING THE EXACT LOCATION, SIZE, 2. ALL WATER LINE FITTINGS, 4—INCHES
STRUCTURES" DATED JANUARY 2018. AND TYPE MATERIAL OF THE EXISTING THROUGH 12—INCHES IN DIAMETER, SHALL BE
FACILITIES AS NECESSARY FOR THE DUCTILE IRON.
CONSTRUCTION OF THE PROPOSED UTILITIES
2. THE EXISTING WATER LINE UTILITIES AND FOR AVOIDING DAMAGE TO EXISTING 3. ALL PROPOSED FITTINGS (BENDS, TEES,
BELONG TO BEAUFORT COUNTY. FACILITIES. REPAIR ANY DAMAGE INCURRED CROSSES, REDUCERS, PLUGS, ETC.) SHALL
TO EXISTING FACILITIES TO THE ORIGINAL BE ADEQUATELY RESTRAINED AS DIRECTED BY
CONTACT: ERICK JENNINGS OR BETTER CONDITION AT NO ADDITONAL THE RESIDENT ENGINEER BY THE USE OF
PHONE: [phone] COST TO THE DEPARTMENT. RESTRAINED JOINT CONSTRUCTION, OR
RESTRAINED JOINT CONSTRUCTION WITH CAST
3. ALL WATER LINES TO BE INSTALLED 7. MAKE FINAL CONNECTIONS OF THE NEW IN PLACE CONCRETE THRUST RESTRAINTS, OR
WITHIN COMPLIANCE OF THE RULES AND WORK TO THE EXISTING SYSTEM WHERE MECHANICAL JOINT CONSTRUCTION WITH CAST
REGULATIONS OF THE NORTH CAROLINA INDICATED ON THE PLANS, AS REQUIRED TO IN PLACE CONCRETE THRUST RESTRAINTS.
DEPARTMENT OF ENVIRONMENTAL AND NATURAL FIT THE ACTUAL CONDITIONS, OR AS CAST IN PLACE CONCRETE THRUST
RESOURCES, DIVISION OF ENVIRONMENTAL RESTRAINTS SHALL BE AS DETAILED ON
HEALTH. DIRECTED.
THESE DRAWINGS
8. MAKE CONNECTIONS BETWEEN EXISTING 4. PROPOSED WATER LINE FOR DIRECTIONAL
AND PROPOSED UTILITIES AT TIMES MOST DRILLING SHALL BE D.I.P.S. 8" HDPE DR-9
4. THE UTILITY OWNER OWNS THE EXISTING
UTILITY FACILITIES AND WILL OWN THE NEW CONVENIENT TO THE PUBLIC, WITHOUT (250 PSI PRESSURE) PIPE WITH A BLUE
UTILITY FACILITIES AFTER ACCEPTANCE BY ENDANGERING THE UTILITY SERVICE, AND IN STRIPE AND WITH MATERIAL DESIGNATION PE
ACCORDANCE WITH THE UTILITY OWNER'S 4710 THAT CONFORMS TO ANSI-14 / NSF-61
THE DEPARTMENT. THE DEPARTMENT OWNS THE
CONSTRUCTION CONTRACT AND HAS REQUIREMENTS. MAKE CONNECTIONS ON AND AWWA C906.
WEEKENDS, AT NIGHT, AND ON HOLIDAYS IF
ADMINISTRATIVE AUTHORITY.CS
COMMUNICATIONS AND DECISIONS BETWEEN NECESSARY. 5. CONTRACTOR'S ATTENTION IS DIRECTED
0 TO SECTIONS 102, 107, AND 1550 OF THE
LI THE CONTRACTOR AND UTILITY OWNER ARE
`n NOT BINDING UPON THE DEPARTMENT OR THIS 9. ALL UTILITY MATERIALS SHALL BE STANDARD SPECIFICATIONS CONCERNING
CONTRACT UNLESS AUTHORIZED BY THE APPROVED PRIOR TO DELIVERY TO THE TRENCHLESS INSTALLATION. IT IS
ENGINEER. AGREEMENTS BETWEEN THE PROJECT. SEE 1500-7, " SUBMITTALS AND CONTRACTOR'S RESPONSIBILITY TO HAVE
cS UTILITY OWNER AND CONTRACTOR FOR THE RECORDS" IN SECTION 1500 OF THE
BORE DESIGNED AND SEALED BY A LICENSED
`'- WORK THAT IS NOT PART OF THIS CONTRACT STANDARD SPECIFICATIONS. NORTH CAROLINA PROFESSIONAL ENGINEER.
OR IS SECONDARY TO THIS CONTRACT ARE
NO DAMAGE IS ALLOWED TO RIVER, STREAM,
0
ALLOWED, BUT ARE NOT BINDING UPON THE 10. CONTRACTOR SHALL NOT OPERATE ANY CREEK, WETLANDS, OR BUFFER ZONES.
LL DEPARTMENT. VALVES ON THE EXISTING UTILITY SYSTEMS.
CONTRACTOR SHALL CONTACT THE UTILITY
L 5. PROVIDE ACCESS FOR THE DEPARTMENT
OWNER TO CONDUCT STRATEGIC OPERATION OF
PERSONNEL AND THE OWNER'S VALVES FOR SERVICE INTERRUPTION IN
L ORDER TO PERFORM SPECIFIC WORK.
REPRESENTATIVES TO ALL PHASES OF
w
CONSTRUCTION. NOTIFY DEPARTMENT
PERSONNEL AND THE UTILITY OWNER TWO
PROJECT QUANTITIES
WEEKS PRIOR TO COMMENCEMENT OF ANY WORK
AND ONE WEEK PRIOR TO SERVICE
I0
INTERRUPTION. KEEP UTILITY OWNERS' ITEM NUMBER DESCRIPTION QUANTITY
m
REPRESENTATIVES INFORMED OF WORK
5325600000—E 6" WATER LINE 129 LF
PROGRESS AND PROVIDE OPPROTUNITY FOR 5325800000—E 8" WATER LINE 409 LF
INSPECTION OF CONSTRUCTION AND TESTING.
5329000000—E DUCTILE IRON WATER PIPE FITTINGS 340 POUNDS
5540000000—E 6" VALVE 2 EA
N 5800000000—E ABANDON 6" UTILITY PIPE 537 LF
5872608000—E DIRECTIONAL DRILLING OF 8" 409 LF
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DocuSign Envelope ID:207D7E76-B605-41B1-ACCD-00748D80926E
cr PROJECT REFERENCE NO. SHEET NO.
71- 17BP . 2 . R . 86 UC - 3A
BY:DESIGNED
Lo
VW
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DRAWN BY: .. �N CO4�'',,
CHECKED BY: KCZ '.. SS/0y.Q
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REVISED: itiv .1.r. iii7611
NORTH CAROL I NA •.
FINISHED GRADE CAST THE WORD CL PIPE `—_��86 F.�.I N,<,'Z'•
WATER IN TOP DEPARTMENT OF %F''A C.
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, e ����� a4 I FAONE919 )250�415690 UTILI1 TY CONSTRUCTION
ONLY
\ a °: 6-INCH WIDE
UTILITY MARKING TAPE FINISHED GRADE UTILITY CONSTRUCTION
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LOCAL EXCAVATED \ ��
24"x 24"x 6"REINFORCED MATERIAL OR �� SHEETED TRENCH 18 MIN OPEN TRENCH M A Engineering 598 East Chatham Street-Suite 137
CONCRETE PAD SELECT MATERIAL \/ 24 MAX _�_�� Cary,NC 19.29
� � � � � � � � � � � � � � � // Consultants, Inc. NCLicense9F01600Fax:[phone]
** 6"MAX.LOOSE LIFTS \ \ \ \ \ \ \ \ \ \ \
PRECAST CONCRETE COLLARS COMPACTED TO 95% � �� �� �� �� �� �� �� �� �� �� �� �� �� ��
WILL NOT BE ACCEPTED. DENSITY-AASHTO T-9e j�AA�AA�AA�VAA�VAA�AA�AA�AA VA�VAA�VAA�AA� �AA�AA� \� DOCUMENT NOT CONSIDERED FINAL
DEPACR°ME°BY THE /\,/ � UNTIL ALL SIGNATURES ARE COMPLETED
3'MINIMUM TRANSPORTATION / \\/\\/\\/\\/\\/\\/\\\/\\/\\/\\/\\/\\/\\\/\\\/
COVER �VA�/VAS/�A�/VAS/VAS/VAS/VAS/VAS/VAS/VAS/VAS/VAS/VAS/VAS/ \
LD
CAST IRON ROADWAY VALVE BOX INSTALL �,\/\//\//\//\//\//\//\//\//\//\//\//\//\//
TAPED TO TOP OF PIPE \' \\ACER WIRE
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, A 12"MIN \\. \\\ VAjv 6"MIN \
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MECHANICAL JOINT - I I` 0 TO TOP OF PIPE AND DETAIL.
SHEET THIS
GATE VALVE BROUGHT UP INTO ALLHHH III �
\ D VALVE BOXES WITHIN \\ .
m m 12" OF FINISHED GRADE. \ \\i\\\ \ \/\\\\\�/ \ X\\
UNDISTURBED OR MAXIMUM OPEN TRENCH WIDTH
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NOMINAL NOMINAL
,i PIPE SIZE TRENCH WIDTH PIPE SIZE TRENCH WIDTH
NOTES: (INCHES) (INCHES) (INCHES) (INCHES)
. = 1. ALL SHORING & TRENCHING SHALL COMPLY WITH OSHA SAFETY STANDARDS
FOR THE CONSTRUCTION INDUSTRY
2. BELL HOLES NOT SHOWN. 4 28 20 44
P 30 24 48
3. ALL BACKFILL MATERIAL SHALL BE FREE OF ROCKS, FOREIGN MATERIAL, 6
AND FROZEN EARTH. 8 32 30 54
6" BLOCK UNDER VALVE 6" STONE BEDDING (#57) UNDER 10 34 36 60
VALVE AND PIPE. BEDDING SHALL 12 36 42 66
EXTEND 2 FEET BEYOND LENGTH OF 14 38 48 72
VALVE ASSEMBLY AND THE FULL 16 40 54 78
WIDTH OF THE EXCAVATED TRENCH. 18 42
GATE VALVE DETAIL
GENERAL TRENCH DETAIL
NTS
NTS
PIPE BEDDING DETAIL
BACKFILL
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°°°°°0000000000000000000000000000000 IBEDDING
000 000000000000000000000000000.�.
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OR CLASS III . TRENCH BACKFILLED IN LOOSE 6"
° LAYERS COMPACTED TO TOP OF TRENCH USING LOCAL
EXCAVATED MATERIAL IF APPROVED BY THE ENGINEER ,
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OR SELECT MATERIAL . ALL MATERIAL SHALL BE FREE
0-1 OF ROCKS , FOREIGN MATERIAL , AND FROZEN EARTH .
COMPACTION SHALL BE TO APPROXIMATELY 95% DENSITY
a) IN ACCORDANCE WITH AASHTO T- 99 AS MODIFIED BY THE
E DEPARTMENT OF TRANSPORTATION .
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DocuSign Envelope ID:87AEA261-854B-4A9D-8DEF-4FDODA2D5004
0- PROJECT REFERENCE NO. SHEET NO.
7- 17BP . 2 . R . 86 UC - 3B
- I DESIGNED BY: VW L(
RESTRAI \ E ' J ' I \ T ' ESIS \ TLE DRAWN BY: .•40.. SS....*q
VW .-
CHECKED BY: KCZ e, . /oy•;
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APPROVED BY: KCZ0°°u9�by:SEAL
A 7 REVISED: K�,;j;•� � �7611
A NORTH CAROL I NA `_F 1B5t; 64',01IN��-,r''
REQUIRED RESTRAINED LENGTH (FT) -�F �`�
I DEPARTMENT OF ''',�r/N C° ti0
FITTING OF BARE D.I. PIPE BY DEPTH OF COVER TRANSPORTAT ION
4/10/2019
_ _ HORIZONTAL BENDS 3 FT 4 FT 5 FT 6 FT 7 FT 8 FT 9 FT 10 FT
/11.
/ \ ``� 1 ' ,III ,III, �'45° UTILITIES ENGINEERING SEC.
��A� �` ' I ' A I I INCH DIA - 11.2 DE •
2 •
• 2 2 2 1 - 1 •
1 PHONE : ( 919 1707-6690 UTILITY LAN�NONRyCT ION
6 III I,I, 6 C 5 G 3 FAX: ( 919 250 41 51
IN I - - ��`is \/4 h
6 INCH DIA 22.5 DEG 5 4 4 3 3 3 3 2
6" MIN. I ' % 6INCH DIA - 45 DEG 11 9 8 7 7 6 5 5 UTILITY CONSTRUCTION
z`' `�'`�//v :\/1/;Y‹: 6 INCH DIA - 90 DEG 26 22 19 17 16 14 13 12 _
598 East Chatham Street-Suite 137
18" MIN. ==� M A E n i n e e r i n Phone:[phone] Fax:[phone]
W w =_ g g Cary,NC 27511
VERTICAL DOWN BENDS 3 FT 4 FT 5 FT 6 FT 7 FT 8 FT 9 FT 10 FT �� Consultants, Inc. NC License: F-0,60
A A SECTION A A
BENDS & TEES 6 INCH DIA - 11.25 DEG 7 6 6 5 4 4 4 3 DOCUMENT NOT CONSIDERED FINAL
PLAN (BENDS) PLAN (TEES) 6 INCH DIA - 22.5 DEG _ 15 13 11 10 _ 9 8 8 7 UNTIL ALL SIGNATURES ARE COMPLETED
HORIZONTAL RESTRAINT 6 INCH DIA - 45 DEG 31 27 23 21 19 17 16 15
18' r B RESTRAINING RODS VERTICAL UP BENDS - 3 FT 4 FT 5 FT 6 FT 7 FT 8 FT 9 FT 10 FT
MIN. '1 31111 -
�� 6 INCH DIA - 11.25 DEG 3 2 2 2 2 1 1 1
\` � /-' ,O, 6 INCH DIA - 22.5 DEG 5 4 4 3 3 3 3 2
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4 ... ..'.. : Ay��� I_ MI', �� • `�-, I , ,, :'. . :' ._ :- �/,� 6 INCH DIA - 45 DEG 11 9 8 7 7 6 5 5
i ': ••••• \v
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'I' y (\/, . ALTERNATE LOCATION /��/ : .. �� ASSUMPTIONS
/ \/ /// 1 �`�. . .->/ FOR RODS OR WHEN // • •.,• /vv: LAYING CONDITION = TYPE 4 DESIGN PRESSURE = 200 PSI (TEST PRESSURE)
y\/ ;/ •- -v` MORE THAN 2 ARE ;vv�/ 16p • ;>� SOIL DESIGNATION = GC = COHESIVE-GRANULAR SAFETY FACTOR = 1.5
>A/AAA REQUIRED � � - //v 6' TYP.
/%Y//�//\y /\/ /\//\//\//\\/\/ i\/////\//\/ \//\/<�\
PLAN & ELEV. (PLUGS) v//w�� vvy,B�w��//y/y v v v �,wvv v/v/,,/; NOTES
'-► ‹ TRENCH WIDTHS 1. RESTRAINED LENGTH IS MEASURED FROM THE CENTER OF THE BEND AS FOLLOWS:
ELEV. (BENDS) VERTICAL RESTRAINT SECTION B-B A. HORIZONTAL AND VERTICAL BENDS: ALONG EACH SIDE OF BEND.
B. HORIZONTAL AND VERTICAL BENDS - OFFSET OR COMBINED: ALONG THE OUTER SIDE OF EACH BEND.
THRUST RESTRAI \ T PLR PIPE LI \ ES ALL PIPE BETWEEN THE TWO BENDS SHALL BE RESTRAINED JOINT WHEN THE DISTANCE BETWEEN THEM IS
EQUAL TO OR LESS THAN THE REQUIRED RESTRAINED LENGTH. WHEN THE DISTANCE BETWEEN BENDS IS
LESS THAN REQUIRED, THE BALANCE OF THE REQUIRED RESTRAINED LENGTH SHALL BE ADDED ON TO THE
LENGTH ALONG THE OUTSIDE OF EACH BEND RESPECTIVELY TO MAKE UP FOR THE DEFICIENCY IN THAT DIRECTION.
HORIZONTAL BEND EXAMPLE...
INSTALL A 8 INCH 45 DEG BEND AND A 22.5 DEG BEND WITH 10 FEET BETWEEN BENDS AND 4 FEET OF COVER.
THE CONTRACTOR SHALL PROVIDE AN ADDITIONAL 1 FOOT OF RESTRAINED LENGTH BEYOND THE 45 DEGREE
BEND (FOR A TOTAL OF 13 FEET) AND AN ADDITIONAL 7 FEET OF RESTRAINED LENGTH BEYOND THE
22.5 DEGREE BEND (FOR A TOTAL OF 13 FEET).
2. WHEN IT IS NOT POSSIBLE TO INSTALL THE RESTRAINED LENGTHS AS NOTED BY THIS TABLE, THE
CONTRACTOR SHALL INSTALL THE APPROPRIATE CONCRETE THRUST RESTRAINTS AS PER THE DETAILS HEREIN.
BASED ON TEST PRESSURE OF 200 P.S.I.
HORIZONTAL RESTRAINT VERTICAL RESTRAINT
(ALL AREAS GIVEN ARE IN SQUARE FEET) (ALL VOLUMES GIVEN ARE IN CUBIC YARDS)**
PIPE DEGREE LBS. STATIC ALLOWABLE SOIL BEARING (PSF) PIPE RESTRAINING RODS DEGREE OF BEND
SIZE OF BEND THRUST * 1000 2000 3000 4000 5000 6000 7000 8000 SIZE NO.REO'D DIA. III/4° 22 1/2° 45°
111/4° 616 I I I I I I I I 4" 2 1/2" 0.25 0.50 0.75
22 1/2° 1,226 I 1 I I I 1 I I
4° 45° 2,405 2 1 1 I I 1 I 1 6" 2 1/2° 0.50 1.0 1.75
90° 4,444 4 2 1 I I I 1 1
TEE/PLUG 3.143 3 2 1 1 1 I I I 8. 2 5/8° 0.75 1.50 3.0
111/4° 1,385 2 1 1 I I I I I
22 1/2° 2,758 3 2 1 1 1 1 1 I 10' 2 3/4" 1.25 2.25 4.50
6" 45° 5,409 5 3 2 2 1 1 I I
90° 9.999 10 45 3 2 3 32 2 I I I 2 2 2 1
7
TEE/PLUG 7,068 7 4 12" 2 7/8" 1.75 3.25 6.50 CONTRACTOR TO PROVIDE A MINIMUM OF
111/4° 2.424 3 I 1 I 1 I 1 I 14 4 5/8" 2.25 4.50 8.75 20' HDPE AT 0% GRADE FOR PROPER 8" X 6" MJDI REDUCER (COMPACT C-153 CLASS 350) D.I. PIPE,
22 1/2° 4,904 5 3 2 1 I 1 1 I
8" 45° 9,619 10 5 3 2 2 2 2 1 ALIGNMENT TO CONNECT TO DIP PVC PIPE,
90° 17.773 18 9 6 4 4 3 3 2 16" 4 3/4" 3.0 6.0 11.50
TEE/PLUG 12,568 13 6 4 3 3 2 2 2 OR
111/4° 3.846 4 2 2 1 1 1 1 1 "INCLUDES 1.50 SAFETY FACTOR MECHANICAL JOINT D.I. FITTING
22 1/2° 7,661 8 4 3 2 2 2 1 I WITH GRIP RING
al 10" 45° 15,028 15 8 5 4 3 3 2 2 RESTRAINT
-0 90° 27 768 28 14 9 7 6 5 4 3
TEE/PLUG 19,635 20 10 7 5 4 3 3 2r 1
20 (TYPICAL) 3' MIN. COVER
111/4° 5,543 6 3 2 2 I I I 1
77 OVER TOP OF PIPE
22 1/2° 11,032 II 6 4 3 2 2 2 2
m 12" 45' 21.641 22 II 7 5 4 4 3 3
)1.11 II I I I I
C'n 90* 28,27 1310 8 7 6 5
TEE/PLUG 28,274ii 6" DUCTILE IRON PIPE II LAID HORIZONTAL II 3 FULL 18' JOINTS ii
28 28 14 14 99 7 6 5 4 4 8 HDPE DR-9
II1/4° 7,544 8 4 3 2 2 2 I I II II II II
LD 22 1/2° 15,016 15 8 5 4 3 3 2 2
14° 45° 29.455 29 15 10 7 6 5 4 4
90° 54,426 54 27 18 14 II 9 8 7
+' TEE/PLUG 38,485 38 19 13 10 8 6 5 5
111/4° 9.854 10 5 3 3 2 2 2 2
22 1/2° 19.612 20 10 7 5 4 3 3 3
03 16" 45° 38,471 38 17 13 10 8 6 5 5 CONTRACTOR TO FUSE ON MJ ADAPTER NO DEFLECTION IN THESE MECHANICAL JOINTS
90° 71.085 71 36 24 18 14 12 10 9 WITH STIFFENING INSERT
TEE/PLUG 50.265 50 25 17 13 10 8 7 6
c\i BACKFILL DIP WITH SELECT OFFSITE GRANULAR MATERIAL OR
• INCLUDES 1.25 SAFETY FACTOR GENERAL NOTES:
I. CONCRETE SHALL BE CLASS B°. CRUSHER RUN FOR FULL PIPE LENGTH FROM 6" BELOW PIPE
2. CONCRETE SHALL NOT CONTACT BOLTS ENDS OF MECHANICAL JOINT FITTINGS. INVERT TO TOP OF PIPE
/ 3. CONSULT WITH ENGINEER FOR CONCRETE REOUIREMENTS ON MAINS LARGER THAN 16 INCHES.
(FOR VERTICAL & HORIZONTAL BENDS)0
0_ REVISIONS 4. ALLOWABLE SOIL BEARING SHALL BE DETERMINED BY THE ENGINEER. 8 11 HDPE X 6 " DIP TRANSITION DETAIL
/ NO. DATE DESCRIPTION
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NOT TO SCALE
SHEET 2 OF 2
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DocuSign Envelope ID:55573779-A5FB-4CE3-A081-FC938916D82A
0- PROJECT REFERENCE NO. SHEET NO.
17BP. 2. R. 86 UC-4
DESIGNED BY: VWco
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,, o PROP 8X6 REDUCER DRAWN BY: VW ,•loco"Es•.'•ROz"
o I WL STA 1 1 +95 . 06 CHECKED BY. KCZ : •.
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SEE TRANSITION DETAIL NqD REVISED: ic,,,I.:c. 74611Q • ``
Z SHEET UC - 3B ABANDON 6" UTILITY g �F ,BS ►N��•: ;
NORTH CAROL I NA __••••••••_. 0
`''� \ `�.1 I N r PIPE - 735 LF NA L) 2077 DEPARTMENT OF '�•,F�/N C. ti0�,•„
\\ v,l ow TRANSPORTATION
PROP 8X6 REDUCERUTILITIES ENGINEERING SEC. 4/12/2019
9'� �� ICOr_rf
WL STA 15+99 . 29 PHONE : ( 919 )707-6690 UT IL 1TYCONSTRUCTION
\ Oj c < < FAX: ( 9191250-4151 PLANS ONLY
�\ \' , -p DIR ONLY �, L STA 19+61 . 26 RT 22 . 3'
.mac Z �^ `� PIPE END INvOo.p,, SEE TRANSITION DETAIL
N ,; n BURIEp UTILITY CONSTRUCTION
_ " HDPLE SHEET UC - 3B
m - S� Z =- 598 East Chatham Street-Suite 137
m ` Z ��� M A Engineering Cary.NC275„ ______i
130' c., Mr� G. T� C // Consultants, Inc. CarMM y,
0 Fax:[phone]
+ NT xri ♦:� m END PROP WATER LINE
• • ,N /
�' • 0 / F N TIE - IN TO EXISTING W/ DOCUMENT NOT CONSIDERED FINAL
k / C W 1so' mI UNTIL ALL SIGNATURES ARE COMPLETED
+ .� , / / y "� �� . \ _ ? o / 6" GATE VALVE - 1 EACH
cn
. F y ��, � �,, 6tNb �_ I WL STA 17+56 . 97
1 I DIR _N_ \\ \� I L STA 21 +20 . 47 RT 14 . 65' UTILITY OWNERS ON THIS PROJECT
0 o 1 r" , I E , �Et24.. C_• ' I
z Z ♦ F EXIST R/W RI = _ -4 E ��<Vj XIST R F
T Fo- _ lire.' ; t` ' 'o y =� �►%� - --� -'�F BEAUFORT COUNTY UTILITIES
ib a
�,, rill EMI Mum mimmimm �mommmmi - _ _ UTILITY : 6" WATER
At ■ ZEMIR ■I cD 170 - - - CONTACT : ERICK JENNINGS
ii /EMIR �I�EM V 1 PHONE : 252 - 402 - 6547
r,. ..._ .......„,.....,,..........:_::,
1:=1. TRENCHLESS INSTALLATION NOTED RAIL ty ,., -�•, .1 .C� - -m.. . +1�'•_�__ .i. .a. - ��\� - - -r-‘ro \� R/Y� �-_ �� s �L -- �` � _ _ _ r - - - EXIST R/W -� � - - - ` PRIOR TO COMMENCING ANY WORK ON ANY
�y X �1 <: ► U � - PUE PUE s EUE PUE PUE „� C
m� vp ► � 1 c TRENCHLESS INSTALLATION ON THIS PROJECT ,
BEGIN PROP WATER LINE N� �� F F o E
TIE - IN TO EXISTING W/ o pU 0 \N\ \ E � THE CONTRACTOR SHALL PROVIDE A DESIGN
Q . c.
Z o 1------ ---____ FOR THE TRENCHLESS INSTALLATION THAT IS
6" GATE VALVE - 1 EACH : GATE F n -` m o I _c
CERTIFIED BY A PROFESSIONAL ENGINEER
o Z ` rn D wQ, LICENSED BY THE STATE OF NORTH CAROLINA
WL STA 10+20 . 23 gz
A F 130' m o Q // ,g AS REQUIRED BY SUBARTICLE 1550 - 3 ( B ) OF
L STA 13+91 . 33 RT 19 . 26' a m
m G m p V n
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THE "NCDOT STANDARD SPECIFICATIONS FOR
ti ` 1 E NI m " ROADS AND STRUCTURES" DATED JANUARY 2018 .
coo z w I I
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'' DETERMINED BY DETERMINED BY o THE ESTIMATED QUANTITY OF
CONTRACTOR CONTRACTOR " � l DUCTILE IRON WATER PIPE
FITTINGS ON THIS PLAN SHEET
6" WATER LINE - 175 LF IS 490 POUNDS . THE ACTUAL
QUANTITY AND TYPE OF
FITTINGS WILL VARY BASED ON
8" WATER LINE - 404 LF 6" WATER LINE FIELD CONDITIONS .
DIRECTIONAL DRILLING OF 8" - 404 LF - 158 LF
1
L _
PROP 8X6 Ps: _
30 SEE TRANSI I : T [ii II
WL STA 1 1 + 1 . id II . _ _
RT 25 . 0' IE - IN TO EXISTING NOTES :
20 RFWNPROP WATFR I INF ELEV = 1 . 60' '�' PROP GATF VALVF
VJ/ PRO GATE VALVE - BORE PIT SIZE WL STA 17+5 • . 97 1 . PIPE TO BE INSTALLED WITH 3 FEET
VJL STA 10+20 . 23 DETERMINED BY L STA 21 + 0 47 RT 14 . 65' MINIMUM COVER TO TOP OF PIPE .
L STA 13+9'I . 33 RT 19 . 26' CONTR CTOR ROP . ELEV = 1 • 6 2 . BRIDGE SURVEY & HYDRAULIC DESIGN
r �RADE REPORT BY OTHERS STATES THE
10 ELEV = 4 . 52 STREAM FXTS
_ _ LIMITS THEORETICAL 100 YEAR SCOUR BED
- � _ - - _ ___A AilGRAD : -,� ELEVATION IS - 17 . 9 FT .
GV __ - - - - � - �I - 3 TREESSFINSTLLATIONSHALLFR M
-, ._ , PROVIDE5 MINIMUMCOVER •
0
-- - ^AVAIA� _• '���� "� 100 YEAR SCOUR BED ELEVATION TO
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cLm _, �� � // PIPE , WHICHEVER IS GREATER .
E) �• ",,,__ THE0Ticlippr
COUR 4 . ALL PROPOSED PIPE ELEVATIONS IN
\ _ J/ y" PROP 816 RED IER PROFILE REFER TO CENTER OF PIPE .
-10 / 6� SEE NI : TAIL 5 . WATER LINE SHALL BE INSTALLED A
/ ON SHEET UC - MINIMUM OF 5 FEET INSIDE THE
/ �� WL STA 15+99 . :29 EXISTING RIGHT OF WAY .
N \ / �' _ STA 19+61 . 6 . EXISTING PIPE AT TIE - IN LOCATIONS
\ _ J RT 22 . I ARE ESTIMATED BASED ON TEST HOLE
-0 -20 WL STA 12+15 . 06 �':� - - �� I REPORT PROVIDED BY OTHERS .
L „ STA 15+76 . 62 �Q,� ,� 111
ELEV = 0 , 77 CONTRACTOR SHALL VERIFY PIPE
�_ �� ���
>AW .lpf_ LOCATION BEFORE STARTING WORK .
0
PC ELEV = 1 . 60' V11.111 7 . HDPE PIPE SHALL BE FIELD BENT WITH
A MINIMUM RADIUS = 50 X PIPE O . D .
-30 '_,• T:i �11111111immiwtp.rwm. irmmum.&_________�� '�' ' 79 . 29 PER BEAUFORT COUNTY STANDARD
0-1 SEE NOTE 7 • STA 11: +41 . 26 RT 22 . 6 PRACTICE OR WITH MANUFACTURER'S
s 'T ELE = 0 . 77' MINIMUM ALLOWABLE BEND RADIUS
WL STA 12+24 . 89 - WL STA 14+36 . 1 ' WHICHEVER IS GREATER .
It'5 PT ELEV 0 . 30 PT E V = -21 ._43' 6 . 0 LF P 3 ' 8 . CONTRACTOR SHALL LOCATE THE FIBER
E 71 . 4 LF @ 15 ' , OPTIC LINE PRIOR TO STARTING ANY
WLSTA 12+ 2 @D�0CF . 6 LF R = 150' SEE NOTE UTILITY CONSTRUCTION TO ENSURE THE
93 8 FIBER OPTIC LINE IS NOT DISTURBED .
E' PC ELEV = - 18 . 17' WL STA 15173 3
� 39 , 3 LF R = 150' • • S1'A 14+12 . 65 PC ELE = 0 . 1 '
oc\i��
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FREE UNI N
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UjîyUTILITIES BY OTHERS PLANS AL WORK SHOWN ON THIS
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ND ,,, SHEET WILL BE DONE BY OTHERS.
0 • °� �� NO PAYMENT WILL BE MADE TO
PUNGO SWAMP
THE CONTRACTOR FOR UTILITY WORK
ccl „„
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,, 1 1
HOWN ON THIS SHEET. i
• •
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I
GRAPHIC SCALES INDEX OF SHEETS 1 UTILITY OWNERS WITH CONFLICTS , PREPARED IN THE OFFICE OF: 1 /
DIVISION OF HIGHWAYS
0
O 50 2 5 0 50 100 DIVISION 02
m DIV ADDRESS
iii_11 SHEET NO.: DESCRIPTION: (A) POWER — CITY OF WASHINGTON _=_- M A En i-nee r i n 598 East Chatham Street-Suite 137 0� �"J 1037 W.H. SMITH BLVD
--/ g g Cary,NC 27511 y
o PLANS (B) PHONE — TRI COUNTY BROADBAND mm Consultants, Inc. NCLicense9F9016020 Fax: [phone] �'�4 o GREENVILLE,NC 27835
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_CD10 5 0 10 2 0 WEBB WHITE UTILITY PROJECT COORDINATOR MICHAEL AMAN, PE
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17BP. 2. R. 86 UO-2
THIS SHEET CORRESPONDS TO RDY-PSHO4
UTILITIES BY OTHERS
ALL PROPOSED UTILITY WORK SHOWN ON THIS
SHEET WILL BE DONE BY OTHERS . NO
PAYMENT WILL BE MADE TO THE CONTRACTOR
FOR PROPOSED UTILITY WORK SHOWN ON
THIS SHEET .
NAD 83/NA 2011
ALL WETLANDS AREAS DETERMINED BY ROBERT
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DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
+20 +40 +60 +80 17+00 +20 +40 +60 +80 18+00 +20 +40
UNCLASSIFIED WATER SURFACE . . 1'-6" TO LIMITS OF UNCLASSIFIED
STRUCTURE STRUCTURE EXCAVATION (TYP.) FOR GENERAL NOTES, SEE SHEET 2.
EL. 0.29 +-
EXCAVATION (TYP.) SURVEY 12-21-2017 FILL FACE END BENT 2
FILL FACE END BENT 1 _ SPAN A SPAN B SPAN C STA. 17+99.75 -L-
-20 STA. 16+72.25 -L- EXCAVATE TO GRADE POINT EL. 7.00 BRIDGE HYDRAULIC DATA
GRADE POINT EL. 7.38 LOW CHORD EL. 2.00 BASE DISCHARGE (Q100) EXCAVATE TO
- EL. (SLOPE TO EL. 7.8 EL. 2.00 LOWL. CHORD DESIGN DISCHARGE = 3,609 CFS
BEGIN FRONT SLOPE DRAIN) EL. 4.64
- STA. 16+67.80 -L- Ox' DESIGN DISCHARGE (Q25) (SLOPE TO DRAIN) F� BEGIN FRONT SLOPE FREQUENCY OF DESIGN FLOOD = 25 YR
'l° STA. 18+04.15 -L- DESIGN HIGH WATER ELEVATION = 6.3 FT.
-10 GRADE POINT EL. 7.40 ��,° k� x EL. 6.3 F� °Ox -
- _ _ _ FIX N. N. X� F�° ° SD GRADE POINT EL. 6.99 DRAINAGE AREA - 52.7 SQ. MI.
O _
- ���1. ,�° ��° �,°2. �ZX FIX --_- �0x �X BASE DISCHARGE (0100) = 5,461 CFS
- X, X, V ° ��1� Z r FIX FIX FIX 1 1 =
- o o .�-���•��-�.. X, BASE HIGH WATER ELEVATION 7.8 FT.
�° rt .1��i�.1.1.�..�a.o&..__ I - I ^ :..I■
_ x /
-0 �� w�' (TYP.) EXISTING BENT \ I of I / , CLASS II �`'�
APPROXIMATE i (PPC CAP/ EXISTINGI RIP RAP (TYP°) OVERTOPPING FLOOD DATA
- 1.5:1 SLOPE I i F
- EXISTING GROUND I TIMBER PILES) :x/1,..
�v � �� ENDBENT =o, �_- --- 1.5:1 SLOPE OVERTOPPING DISCHARGE - 4,115 CFS
(PPC CAP/
--10 EXISTING I
;o° ! p' o� °�x TIMBER PILES) FREQUENCY OF OVERTOPPING FLOOD = > 25 YR (+)
12" P/S CONCRETE PILES OVERTOPPING FLOOD ELEVATION = 6.68 FT.
- (TYP. AT END BENTS) I ENDBENT <� �° ! ;b° °
- (PPC CAP/ I I ° °o NOTE: ROADWAY OVERTOPS AT STA. 19+10.00
TIMBER PILES) �' I �,�' \k EXISTING BENT
- --0-- (PPC CAP/
--20 END BENT 1 BENT 1 BENT 2 TIMBER PILES) END BENT 2
EXISTING STRUCTURE 16" P/S CONCRETE PILES PI STA. = 15+50.00
(PRESTRESSED CONCRETE (TYP. AT INT. BENTS)
EL. = 7.75
CHANNELS(BMD-13) VC = 150.00'
SECTION ALONG -L- (+)0.3500Y (-)0 3000i
GRADE DATA -L-
I -
I I
EXISTING
/ 24" CMP HORIZONTAL CURVE DATA -L-
1'-0" MIN. PI Sta 18+03.53
EARTH BERM D = 0° 59' 30.3" (RT)
1'-O" MIN° EL. 1.56 D = 1 ° 00' 00°0"
L = 99.18'
EARTH BERM ` WORK POINT 2 ° ° T = 49.59'
o°o°o EL. 1.93 NC BENT 1 y __ _ _O°Oo0 R = 5,729.58'
O�° 5
° ° CLASS II STA. 17+13.44 -L- °°°o° SE =4NCMPH
RIP RAP RO = N/A
WORK POINT 1 WORK POINT 4
FILL FACE END BENT 1 O IDENTIFICATION STATION EXISTING O FILL FACE END BENT 2
STA. 16+72.25 -L- p� STA. 17+36.00 -L- STRUCTURE o� ( STA. 17+99.75 -L-
°O '\ 1 O OFFSET 0.18' LT. I HEREBY CERTIFY THESE PLANS
----�-- I i T 171
r ----, J ARE AS-BUILT PLANS
I
I WORK POINT 3 I
TO US 264 O C BENT 2 O WORKLINE
(PACTOLUS HWY) U I ! STA. 17+53.56 -L- oo°� (TANGENT EXTENSION)
SR 1611 - O -L- m O
(JONES BRIDGE RD) 0 N 10 °-471-03.2" W 0 (CURVELRIGHT) ON-
BEGIN APPROACH SLAB �o I j 90°-00'-00" o�
END APPROACH SLAB TO SR 1609
STA. 16+61.37 -L- O (TYP.) I O STA. 18+10.62 -L- '
I (FREE UNION CHURCH RD)
I m OFFSET 0.28' LT.
I I I �
�,--. o
Q o°
O I I °� BEGIN FRONT SLOPE
J O O O STA. 18+04.15 -L-
BEGIN FRONT SLOPE I z a I OFFSET 0.22' LT.
STA. 16+67.80 -L- ! PROJECT NO.BE 17 B P o 2 o R o 8 6
A
Boa° ° _ I ! 44
COUNTY
°g°OOi� 1'-0" MIN. I I ` 1'-0" MIN. __I O° �° 17 + 36 . 00 - L -
EARTH BERM ! ! GI EARTH BERM CLASS II STATION :
EL. 1.93 \ rill! ! EL. 1.56 RIP RAP
I I
I I
17'-63/4" .� SHEET 1 OF 2 REPLACES BRIDGE NO. 159
41'-21/4" ! 40'-11/2" I
46'-21/4" �a i nedb
u.mi i
STATE OF NORTH CAROLINA
1 `, Q��'9' Y. DEPARTMENT OF TRANSPORTATION
`�` O`.`�FES�p''' RALEIGH
127'-6" TOTAL LENGTH OF BRIDGE ?;Qe A2 88 .
(FILL FACE TO FILL FACE OF END BENTS) _ SEAL GENERAL DRAWING
_ = 44-VY(19 _
PLAN FOR BRIDGE ON SR 1611
4 F/bG I NEED
PILES NOT SHOWN FOR CLARITY. j' 6 ,,,"' ` OVER P U N G O SWAMP
BETWEEN
US 264 AND SR 1609
CEINTB Hi NC Lcense NORTHNo CAROLINAC-1554 , P.C.
NC L . REVISIONS SHEET NO.
343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-1
DRAWN BY M. WRIGHT DATE 1/19 TOTAL
DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. I 1 3 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
BM: 1BM10" - RR SPIKE SET IN BASE OF 10" ELM, 245.88' RT. OF STA. 16+80.20 -L-, EL. 4.46 FOUNDATION NOTES:
NAVD88 N: 657439 E: 2662383
FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.
PROPOSED
STRUCTURE IDENTIFICATION STATION PILES AT END BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 59 TONS PER PILE.
GUARDRAIL (TYP.) STA. 17+36.00 -L-
(ROADWAY DETAIL _ PILES AT BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 90 TONS PER PILE.
& PAY ITEM) SF
PILES AT BENT NO. 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 105 TONS PER PILE.
I
o / `k " PILES AT END BENT NO. 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 61 TONS PER PILE.
+ �, I o 1 , \\ \i .k .* / DRIVE PILES AT END BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE OF 100 TONS PER PILE.
�pqCo ClS �� �� ,\ �� \ I DRIVE PILES AT BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE OF 160 TONS PER PILE. THIS
7-.04 26� 1 ,\ i �\ I REQUIRED DRIVING RESISTANCE INCLUDES ADDITIONAL RESISTANCE FOR DOWNDRAG OR SCOUR.
\l/ ce) 1
Hwy o I I \` 1` \` \� I DRIVE PILES AT BENT NO. 2 TO A REQUIRED DRIVING RESISTANCE OF 190 TONS PER PILE. THIS
/. --\_.--- - - - - - - - - ) [ � I • o
/( \� l\2.) - - - - w�e REQUIRED DRIVING RESISTANCE INCLUDES ADDITIONAL RESISTANCE FOR DOWNDRAG OR SCOUR.
\k �� ESSR 1611 _L_ ��3"'I� MI ��l Z �"-' DRIVE PILES AT END BENT NO. 2 TO A REQUIRED DRIVING RESISTANCE OF 105 TONS PER PILE.
LLI
ON BRIDGE �I I ��i— e
�RD) N 10°-47'-03" W •III I I I dl I INSTALL PILES AT BENT NO. 1 AND BENT NO. 2 TO A TIP ELEVATION NO HIGHER THAN -36.0 FT.
iiui
X_ .\ // mm \ - 1 1
X_ TO SR 1609 THE SCOUR CRITICAL ELEVATION FOR BENT NO. 1 IS ELEVATION -19.0 FT. SCOUR CRITICAL
'` � X ` (FREE U C LEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE.
E
\1 i �\\\
UNION CHURCH RD)
X \ `, 1, ui I _I THE SCOUR CRITICAL ELEVATION FOR BENT NO. 2 IS ELEVATION -19.0 FT. SCOUR CRITICAL
i' /,
', ', �' ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE.
1 "' rti
TESTING PILES WITH THE PDA DURING DRIVING RESTRIKING OR REDRIVING MAY BE REQUIRED.
0 1 + 90°-00'-00" THE ENGINER WILL DETERMINE THE NEED FOR PDA TESTING. FOR PDA TESTING, SEE SECTION 450
��� �__ . ; (TYP) OF THE STANDARD SPECIFICATIONS.
A 1- a
CLASS II RIP-RAP
(TYP.) S v) • v) ..
EXISTING o 1—
0 4M°°°°---)5;) ---A , .
STRUCTURE 0 0_
LOCATION SKETCH
FOR UTILITY INFORMATION, SEE UTILITY PLANS AND SPECIAL PROVISIONS.
TOTAL BILL OF MATERIAL
PILE PILE
REMOVAL UNCLASSIFIED BRIDGE DRIVING DRIVING 3'-0"x1'-9"
OF EXISTING STRUCTURE APPROACH EQUIPMENT EQUIPMENT 12" PRESTRESSED 16" PRESTRESSED VERTICAL RIP RAP GEOTEXTILE PRESTRESSED
ASBESTOS PDA ELASTOMERIC
CLASS A SLABS REINFORCING SETUP FOR SETUP FOR CONCRETE CONCRETE PILE CONCRETE CONCRETE
STRUCTURE ASSESSMENT TESTING EXCAVATION CLASS II FOR BEARINGS
AT STATION AT STATION CONCRETE AT STATION STEEL 12" PRESTRESSED16" PRESTRESSED PILES PILES REDRIVES BARRIER (2'-0" THICK) DRAINAGE CORED SLABS
17+36.00 -L- 17+36.00 -L- 17+36.00 -L-
CONCRETE CONCRETE RAIL
PILES PILES
LUMP SUM LUMP SUM EACH LUMP SUM CU. YDS. LUMP SUM LBS. EACH EACH NO. LIN. FT. NO. LIN. FT. EACH LIN. FT. TONS SQ. YDS. I LUMP SUM NO. LIN. FT.
SUPERSTRUCTURE LUMP SUM LUMP SUM 250.75 LUMP SUM 33 1,375
END BENT 1 LUMP SUM 12.7 2115 7 7 315 4 125 140
•
BENT 1 LUMP SUM 10.2 2,121 7 7 315 4
BENT 2 LUMP SUM 10.2 2,121 7 7 315 4
END BENT 2 LUMP SUM 12.7 2115 7 7 315 4 115 130
TOTAL LUMP SUM LUMP SUM 2 LUMP SUM 45.8 LUMP SUM 8472 14 14 14 630 7 630 16 250.75 240 270 LUMP SUM 33 1,375
GENERAL NOTES THE EXISTING TWO SPAN STRUCTURE WITH SPAN LENGTHS OF 1 CO 37'-0", AND 1
37'-3" WITH REINFORCED CONCRETE DECK WITH TWO THRU GIRDERS WITH A 24'-1" OUT TO
ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING. OUT DECK WIDTH ON REINFORCED CONCRETE ABUTMENTS AND PIER ON STEEL PILES SHALL
BE REMOVED. IN ADDITION, ANY PILES REMAINING FROM PREVIOUS BRIDGE CONSTRUCTION 17 B P o 2 o R o 8 6
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE OR MAINTENANCE OPERATIONS SHALL BE REMOVED AND INCLUDED IN THE LUMP SUM PAY PROJECT NO.
DESIGN SPECIFICATIONS. ITEM FOR 'REMOVAL OF EXISTING STRUCTURE AT STATION 15+36.00 -L-" B E A U F 0 R T
COUNTY
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1. THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS
FROM THE BEST INFORMATION AVAILABLE. SINCE THIS INFORMATION IS SHOWN STATION : 17 + 36 . 00 — L —
THIS BRIDGE SHALL BE CONSTRUCTED USING TOP-DOWN CONSTRUCTION METHODS. FOR THE CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE
THE USE OF A TEMPORARY CAUSEWAY OR WORK BRIDGE IS NOT PERMITTED. NO CLAIM WHATSOEVER AGAINST THE DEPARTMENT OF TRANSPORTATION FOR
ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON DIFFERENCES BETWEEN
FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN. THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS AND THE ACTUAL SHEET 2 OF 2
CONDITIONS AT THE PROJECT SITE.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS. STATE OF NORTH CAROLINA
REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO o�{l6jAnedby:
k o DEPARTMENT OF TRANSPORTATION
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS. ALLOW DEBRIS TO FALL INTO THE WATER. THE CONTRACTOR SHALL REMOVE � FE R-o , ""A p 4°�4B" °""a
,. S '�, RALEIGH
THE BRIDGE AND SUBMIT PLANS FOR DEMOLITION IN ACCORDANCE WITH if ?AomS) 4912 FA 88 .
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS. ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS. = = SEAL
22997 = GENERAL DRAWING
4/22/2019
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC 18 - EVALUATING IA,'�F^�IOAmS F 0 R BRIDGE ON SR 1002
SCOUR AT BRIDGES." '-,, J. B1"5 ,,,,
THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA SHALL BE EXCAVATED FOR A './ohoile ee11,0,1,,,, OVER P U N G 0 SWAMP
DISTANCE OF 19.5 FT. ON EACH SIDE OF CENTERLINE BRIDGE AS DIRECTED BY THE FOR EROSION CONTROL MEASURES SEE EROSION CONTROL PLANS. BETWEEN
ENGINEER. THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR
UNCLASSIFIED STRUCTURE EXCAVATION. SEE SECTION 412 OF THE STANDARD ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY PLANS. US 264 AND SR 1609
SPECIFICATIONS. HNTB NORTH CAROLINA, P.C.
1NTB
FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES, NC License. ix Rd., REVISIONS SHEET NO.
343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-2
SEE SPECIAL PROVISIONS. M. WRIGHTDRAWN BY DATE 1/19 TOTAL
DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 2 / 3 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
LOAD FACTORSo
LOAD A \ 3 HSISTA \ CE FACTO ATI \ G ( LF3 ) S ,_ VVAY FO FSTESSFD CO \ CFTF GIDFS DESIGN LIMIT STATE Mc YDW
LOAD RATING STRENGTH I 1.25 1.50
STRENGTH I LIV IT STATE SERVICE III LIMIT STATE FACTORS SERVICE III 1.00 1.00
MOMENT SHEAR MOMENT
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J H 0 CC CD II 0 O I-I O 0 CC Z W I-1 CC 0 CC Z W 0 C I-1 CC CD CC Z W J CD = � CC � Z J0 CC z LLI Q CC Z LIJ Q J0 � 0 Z W Q W
W H CDZ H 0 I-1 l-I v) W I- H I- I-I Z O I- H Z H I- I-I Z O H H Z W H H H I-I Z 0 H H Z
> = H Z Q Z H Z > CDV) CD Q (n Li_ Q (n CD Q cL v) L_ Q > U V) U H Q V) W Q
Li] W � 00 H1Q � 0 HQ HQ Q H HW 0_ HQ Q a_ H HW a_ HQ HQ Q a_ I-I I-ILi] � o NOTES
J > `. U J cL � H J Li 0 Li_ CC v) CD D J v) D Li CL v1 CD J v1 J Li_ D Li_ V1 CD D J v1 U
HL-93(Inv) N/A 1 1.319 -- 1.75 0.278 1.76 40' EL 19.5 0.549 1.32 40' EL 1.95 0.80 0.278 1.55 40' EL 19.5 MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
HL-93(Opr) N/A -- 1.709 -- 1.35 0.278 2.28 40' EL 19.5 0.549 1.71 40' EL 1.95 N/A -- -- -- -- -
DESIGN ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
LOAD HS-20(Inv) 36.000 2 1.540 55.449 1.75 0.278 2.21 40' EL 19.5 0.549 1.54 40' EL 1.95 0.80 0.278 1.94 40' EL 19.5 REQUIRED FOR DESIGN.
RATING
HS-20(Opr) 36.000 -- 1.997 71.878 1.35 0.278 2.86 40' EL 19.5 0.549 2 40' EL 1.95 N/A -- -- -- -- --
SNSH 13.500 -- 3.606 48.687 1.4 0.278 5.1 40' EL 19.5 0.549 4.13 40' EL 1.95 0.80 0.278 3.61 40' EL 19.5
SNGARBS2 20.000 -- 2.964 59.289 1.4 0.278 4.19 40' EL 15.6 0.549 3.07 40' EL 1.95 0.80 0.278 2.96 40' EL 19.5 C O N/ M E N T S
SNAGRIS2 22.000 -- 2.906 63.929 1.4 0.278 4.09 40' EL 15.6 0.549 2.91 40' EL 1.95 0.80 0.278 2.92 40' EL 15.6 1.
SNCOTTS3 27.250 -- 1.803 49.125 1.4 0.278 2.55 40' EL 19.5 0.549 2.07 40' EL 1.95 0.80 0.278 1.80 40' EL 19.5 2.
> 3.
SNAGGRS4 34.925 -- 1.623 56.667 1.4 0.278 2.29 40' EL 19.5 0.549 1.82 40' EL 1.95 0.80 0.278 1.62 40' EL 19.5
SNS5A 35.550 -- 1.578 56.107 1.4 0.278 2.23 40' EL 19.5 0.549 1.9 40' EL 1.95 0.80 0.278 1.58 40' EL 19.5 4.
SNS6A 39.950 -- 1.502 59.992 1.4 0.278 2.12 40' EL 19.5 0.549 1.77 40' EL 1.95 0.80 0.278 1.50 40' EL 19.5
LEGAL SNS7B 42.000 3 1.432 60.149 1.4 0.278 2.02 40' EL 19.5 0.549 1.81 40' EL 1.95 0.80 0.278 1.43 40' EL 19.5
LOAD TNAGRIT3 33.000 -- 1.848 60.976 1.4 0.278 2.61 40' EL 19.5 0.549 2.08 40' EL 1.95 0.80 0.278 1.85 40' EL 19.5
RATING
TNT4A 33.075 -- 1.872 61.901 1.4 0.278 2.65 40' EL 19.5 0.549 1.98 40' EL 1.95 0.80 0.278 1.87 40' EL 19.5
TNT6A 41.600 -- 1.587 66.032 1.4 0.278 2.24 40' EL 19.5 0.549 1.94 40' EL 1.95 0.80 0.278 1.59 40' EL 19.5 # C 0 \ T R 0 L L I \ G LOAD RATING
H TNT7A 42.000 -- 1.627 68.354 1.4 0.278 2.3 40' EL 19.5 0.549 1.79 40' EL 1.95 0.80 0.278 1.63 40' EL 19.5 0 DESIGN LOAD RATING (HL-93)
v)
1-
1- TNT7B 42.000 -- 1.664 69.888 1.4 0.278 2.35 40' EL 19.5 0.549 1.72 40' EL 1.95 0.80 0.278 1.66 40' EL 19.5
© DESIGN LOAD RATING (HS-20)
TNAGRIT4 43.000 -- 1.619 69.61 1.4 0.278 2.28 40' EL 15.6 0.549 1.65 40' EL 1.95 0.80 0.278 1.62 40' EL 19.5
TNAGTSA 45.000 -- 1.498 67.412 1.4 0.278 2.12 40' EL 19.5 0.549 1.71 40' EL 1.95 0.80 0.278 1.50 40' EL 19.5 0 LEGAL LOAD RATING
TNAGT5B 45.000 -- 1.455 65.486 1.4 0.278 2.06 40' EL 19.5 0.549 1.56 40' EL 1.95 0.80 0.278 1.46 40' EL 19.5 * * SEE CHART FOR VEHICLE TYPE
GIRDER LOCATIO \
I - INTERIOR GIRDER
EL - EXTERIOR LEFT GIRDER
ER - EXTERIOR RIGHT GIRDER
PROJECT NO. 17BPo2oRo86
BEAUFORT COUNTY
0 17 + 36 . 00 - L -
+ STATION :0 _
0
A A SHEET 1 OF 2
STATE OF NORTH CAROLINA
� � DEPARTMENT OF TRANSPORTATION
��.`�F 5 /p'', RALEIGH
```_ Q(2 1 �A29'488...
SEAL = STANDARD
LRFR SUMMARY = 22997
_ : 4/22/2019 = LRFR SUIV IV ARY FOR
zq
FOR SPANS `A' & 'B' q�'F`s'F"G' E�` Gc.I
j. 40 CORED SLAB UNIT
90 SKEW
( NON - INTERSTATE TRAFFIC )
ASSEMBLED BY : D. WITHERSPOON DATE : 3/19 C•INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE o 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-3
- DRAWN BY D. WITHERSPOON DATE 3/19 3 TOTAL
DRAWN BY : CVC 6/10
DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 3 SHEETS
CHECKED BY : DNS 6/10 UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19
2 4 20
STD . NO . 21LRFR1 _ 90S _ 40L

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
LOAD FACTORS
L : A n \ : HSIST /1 \ 2H FA : TOR R /1TI \ 3 ( LF2 ) S , vvnY FOR ' RHSTHSSH2 \ 2HTH SI2HS DESIGN LIMIT STATE Mc YDw
LOAD RATING STRENGTH I 1.25 1.50
STRENGTH I LIMIT STATE SERVICE III LIVIT STATE FACTORS SERVICE III 1.00 1.00
MOMENT SHEAR MOMENT
z z z
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J I- 0 CL CD II 0 O I-I O CD CC Z W I-1 O CD CC Z W 0 C I-1 CC CD CC Z W J CD = � CC � z JO CC Z LLI Q CC Z LIJ Q JO � O Z W Q W
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HL-93(Inv) N/A 1 1.088 -- 1.75 0.277 1.34 45' EL 22 0.539 1.23 45' EL 2.2 0.80 0.277 1.09 45' EL 22 MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
HL-93(Opr) N/A -- 1.590 -- 1.35 0.277 1.74 45' EL 22 0.539 1.59 45' EL 2.2 N/A -- -- -- -- -
DESIGN ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
LOAD HS-20(Inv) 36.000 2 1.336 48.104 1.75 0.277 1.65 45' EL 22 0.539 1.45 45' EL 2.2 0.80 0.277 1.34 45' EL 22 REQUIRED FOR DESIGN.
RATING
HS-20(Opr) 36.000 -- 1.882 67.763 1.35 0.277 2.14 45' EL 22 0.539 1.88 45' EL 2.2 N/A -- -- -- -- --
SNSH 13.500 -- 2.611 35.252 1.4 0.277 4.02 45' EL 22 0.539 4.01 45' EL 2.2 0.80 0.277 2.61 45' EL 22
SNGARBS2 20.000 -- 2.108 42.166 1.4 0.277 3.25 45' EL 22 0.539 2.94 45' EL 2.2 0.80 0.277 2.11 45' EL 22 C O N/ M E N T S
SNAGRIS2 22.000 -- 2.067 45.466 1.4 0.277 3.15 45' EL 17.6 0.539 2.77 45' EL 2.2 0.80 0.277 2.07 45' EL 22 1.
SNCOTTS3 27.250 -- 1.304 35.527 1.4 0.277 2.01 45' EL 22 0.539 2.01 45' EL 2.2 0.80 0.277 1.30 45' EL 22 2.
> 3.
v) SNAGGRS4 34.925 -- 1.150 40.181 1.4 0.277 1.77 45' EL 22 0.539 1.74 45' EL 2.2 0.80 0.277 1.15 45' EL 22
SNSSA 35.550 -- 1.121 39.841 1.4 0.277 1.73 45' EL 22 0.539 1.79 45' EL 2.2 0.80 0.277 1.12 45' EL 22 4.
SNS6A 39.950 -- 1.056 42.175 1.4 0.277 1.63 45' EL 22 0.539 1.67 45' EL 2.2 0.80 0.277 1.06 45' EL 22
LEGAL SNS7B 42.000 3 1.006 42.268 1.4 0.277 1.55 45' EL 22 0.539 1.68 45' EL 2.2 0.80 0.277 1.01 45' EL 22
LOAD TNAGRIT3 33.000 -- 1.296 42.759 1.4 0.277 2 45' EL 22 0.539 1.96 45' EL 2.2 0.80 0.277 1.30 45' EL 22
RATING
TNT4A 33.075 -- 1.309 43.305 1.4 0.277 2.02 45' EL 22 0.539 1.88 45' EL 2.2 0.80 0.277 1.31 45' EL 22
TNT6A 41.600 -- 1.099 45.712 1.4 0.277 1.69 45' EL 22 0.539 1.83 45' EL 2.2 0.80 0.277 1.10 45' EL 22 # C 0 \ T R 0 L L I \ G LOAD RATING
1 TNT7A 42.000 -- 1.120 47.043 1.4 0.277 1.73 45' EL 22 0.539 1.69 45' EL 2.2 0.80 0.277 1.12 45' EL 22 O DESIGN LOAD RATING (HL-93)
v)
1 TNT7B 42.000 -- 1.166 48.975 1.4 0.277 1.8 45' EL 22 0.539 1.61 45' EL 2.2 0.80 0.277 1.17 45' EL 22
© DESIGN LOAD RATING (HS-20)
TNAGRIT4 43.000 -- 1.111 47.757 1.4 0.277 1.71 45' EL 22 0.539 1.55 45' EL 2.2 0.80 0.277 1.11 45' EL 22
TNAGTSA 45.000 -- 1.033 46.505 1.4 0.277 1.59 45' EL 22 0.539 1.59 45' EL 2.2 0.80 0.277 1.03 45' EL 22 © LEGAL LOAD RATING
TNAGTSB 45.000 -- 1.009 45.408 1.4 0.277 1.56 45' EL 22 0.539 1.47 45' EL 2.2 0.80 0.277 1.01 45' EL 22 * * SEE CHART FOR VEHICLE TYPE
GIRDER LOCATIO \
I - INTERIOR GIRDER
EL - EXTERIOR LEFT GIRDER
ER - EXTERIOR RIGHT GIRDER
O
0 PROJECT NO. 17BPo2oRo86
BEAUFORT COUNTY
11)
A A STATION : 17 + 36 . 00 - L -
SHEET 2 OF 2
i iii STATE OF NORTH CAROLINA
&S nedby. DEPARTMENT OF TRANSPORTATION
�. �y�
° ��FEro,
N,'!.��' %� A"`� RALEIGH
�`` Q, 184Y5�t.7'D2A24488...
SEAL = E STANDARD
LRFR SUMMARY = 22/ = LRFR SUMMARY FOR
4/22/20199 _
FOR SPAN 'C' kc.'° "�,�,c° 45 ' CORED SLAB UNIT
,, 90 ° SKEW
( NON - INTERSTATE TRAFFIC )
ASSEMBLED BY : D. WITHERSPOON DATE : 3/19 C•INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-1554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE o 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-4
DRAWN BY D. WITHERSPOON DATE 3/19 3 TOTAL
DRAWN BY : CVC 6/101 DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 4 SHEETS
CHECKED BY : DNS 6/10 UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19
2 4 20
STD . \ O. 21LRFR1 _ 90S _ 45L

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
33'-0"
1" 1'-0" 30'-10" (CLEAR ROADWAY) 1'-0" 1"
3,-0" 1.
15'-5" 15'-5" ri 10" 1'-4" 1 10"
VERTICAL CONCRETE BARRIER RAIL (TYP) \ -L 3%" CL. F 45 S3
FOR DETAILS SEE VERTICAL ► ii � #4 B
A CONCRETE BARRIER RAIL SECTION" 73/8 CO C BRG. 3" 3"
2%4" C� � BRG. �' � � 'N
� C6 23/4" C� C BRG. ASPHALT WEARING CONST. JT. I I
mVI
GRADE PT. SURFACE (SEE / (TYP.) A ; ::co �'�:
I �I ROADWAY PLANS) N ( �__ +`:.. :`...
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+ —‘ ,
•
0iIP ° 00 00 00 00V V (: • '
12" 0 VOIDS ' 1
CV
0.6" 0 L.R. TRANSVERSE SHEAR KEYS TO BE FILLED WITH GROUT AFTER 3 3
POST-TENSIONING STRAND ALL ERECTION HAS BEEN COMPLETED AND AFTER v
3'-0" IN 21/2" 0 HOLE FINAL TENSIONING OF TRANSVERSE STRANDS 3,_O„ E X T o SLAB SECTION
16'-6" 16'-6" 1'-6" 1'-6" (FOR PRESTRESSED STRAND LAYOUT, SEE
1.,. ... 10" 1'-4" 10" INTERIOR SLAB SECTION.)
11 PRESTRESSED CONCRETE CORED SLAB UNITS = 33'-0" ►
3" 11" 4" 4" 11" 3"
HALF SECTION HALF SECTION 44 "B" )
AT INTERMEDIATE DIAPHRAGMS THROUGH VOIDS / NW III. 12" 0 VOIDS
CV
TYPICAL SECTION i i :: .°.::�: e::�
N _ A ® BOND SHALL BE BROKEN ON THESE STRANDS FOR A
* - THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT o .`/ I ,N DISTANCE OF 2,-0" FROM END OF CORED SLAB UNIT.
OF THE BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL 6, I _ �. ::!:, + SEE STANDARD SPECIFICATIONS, ARTICLE 1078 7.
CV
FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT • • • \1
THICKNESS SEE THE "VERTICAL CONCRETE BARRIER RAIL SECTION" DETAIL. N '''+�� a: @ OPTIONAL FULL LENGTH DEBONDED STRANDS.
o #4 S2 �o � � a:� �� THESE STRANDS ARE NOT REQUIRED. IF THE
FIXED END FIXED END FIXED END � � _( ♦®♦ • • * *.} °.`• **•i FABRICATOR CHOOSES TO INCLUDE THESE STRANDS
�,1 N IN THE CORED SLAB UNIT, THE STRANDS SHALL
BE DEBONDED FOR THE FULL LENGTH OF THE UNIT
3 7 7 3 AT NO ADDITIONAL COST. SEE STANDARD
C JT. SPECIFICATIONS, ARTICLE 1078-7.
11/2" JT. r AT BENT 2 SPA. 4 SPA. 2 SPA.
CO 2" CTS. CO 2" CTS. CO 2" CTS. 120 SCALED TEXT
ASPHALT ASPHALT WEARING WEARING 21/2" 0 DOWEL HOLES LEFT TOP
SURFACE 21/2" 0 DOWEL HOLE SURFACE I \ T E R I O R SLAB SECTIO \ D E B O N D I N G LEGEND
1 ( 40 ' & 45 ' UNIT )
I�- \ \ \ \ \ \ \ \ \ \I \ •\ \1 \ \ \ \ \ \ \ \ \ (13 STRANDS REQUIRED)
GROUT f• H
\'► 12 r I 12" Q� r / / PCARMIST INED OUTSIDEDFDCEINSERT
i 6" ~ VOIDS7 VOIDS Z Oo6 LOW
I 1 12" QS 6 6 > EXTERIOR 3 NIT AND
� _ _ _ _ _ 1'-11/2" ; VOIDS i i C RELAXATION STRAND LAYOUT
DETERMIRECESSEDNEDB gYIZE TO BE
SEE "BRIDGE T i Cr) I III CONTRACTOR.
APPROACH SLAB"
SHEET FOR DETAILS - ---- ---- -- -- --------- A .' tt - - - - - -1
i ; ELASTOMERIC ! I
2 LAYERS OF 30 LB. i m BEARING PAD ! 1 °� °
ROOFING FELT TO V _y I _ - I I 1 •• v • ° •
• ° : •
PREVENT BOND. ! ! 2" 0 BACKER ROD i ! 7 • ° ° ° •• °°
ELASTOMERIC i ELASTOMERIC a ° •
11/2" O BACKER ROD i ,----- _j BEARING PAD i \ -- ' BEARING PAD ° : ° •
- - BEARING I ° • °°
BEARING SEE "END BENT" & 46 DOWELS - SEE "BENT" SHEETS •° ° • °
& 46 DOWELS SHEETS FOR DETAILS FOR DETAILS • • °
SECTIO \ AT END BENT SECTION AT SENT THREADED INSERT DETAIL
C 0.6" 0 L.R. TRANSVERSE 3,_0„ 17BPo2oRo86
POST-TENSIONING STRAND - PROJECT NO.
HOLE FOR SHEATHED WITH A 1'-6" 1'-6"
TRANSVERSE STRAND NON-CORROSIVE PIPE. B E A U F O R T
8'/2" 9'/2" 9/2" 8'/2" COUNTY
- a°:I �� " X 5„ X 5'� 1,-2„ 4" 4" 1,_2„ 3/8„
II
5/8 21 „ 0 17 + 36000 — L_ � STATION± S� ,N I OWEL HOLES
c' 1 �� �����° STRAND VISE #
o •
— -----I I----- -- 1; 5 S1 0 •° '�
o000 �� �a. I 1 #5 S1 . •A• •. •• •• •• .
•
7 q.. [J . .• .: ' • • • ; o SHEET 1 OF 4
FILL RECESS I • . • . • I. —1 . •
B 4„ B OUTSIDE FACE WITH GROUT ••f • ee I U • : ° . . I STATE OF NORTH CAROLINA
• ° • /
OF EXTERIOR „ 1 „° „ f i • ° o o nii,i�defi nedbY:
8 /4 5/4 /4 ° ' 1 1 a DEPARTMENT OF TRANSPORTATION
CORED SLAB • . ,. - -., o b �- .,, e
45 •
S1 J I' •. • I . • . • A , . Q oFE S1p �,� RALEIGH
• :c3 r j #4 "B" A a o• �� �;QQ � 2A218488.
� •� •F I : � �' •A
A _ f SEAL = STA \ DARD
ELEVATION VIEW SECTION B — B .� +.' '.+J .� . �•. - 22997 -
jam : 4/22/2019 _ � , _ O „ �/ � , _ (� , /
t t /j X
# "" ""' ' ,,` ` PRESTRESSED CONCRETE
GROUTED RECESS AT E \ D OF s ,J. ,,
POST — TENSIONED STRAND OF CORED SLABS E \ D ELEVATION SHEAR KEY DETAIL CORED SLAB UNIT
SHOWING PLACEMENT OF DOUBLE STIRRUPS NOTE: OMIT SHEAR KEY ON OUTSIDE FACE 9 0 ° SKEW
AND LOCATION OF DOWEL HOLES. OF EXTERIOR CORED SLABS. HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY : D. WITHERSPOON DATE : 3/19 (STRAND LAYOUT NOT SHOWN.) INTB NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 S-5
INTERIOR SLAB UNIT SHOWN-EXTERIOR SLAB NO. BY DATE NO. BY DATE
DRAWN BY : DGE 5/09 UNIT SIMILAR EXCEPT SHEAR KEY LOCATION. - DRAWN BY D. WITHERSPOON DATE 3/19 3 TOTAL
CHECKED BY BCH 6/09 REV. 9/14 MAA/TMG DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 5 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . NO . 21 " PCS2 _ 33 _ 90S

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
1'-0" 7-44 S2 PAIRS 2 44 S2 PAIRS
► . . . ►►
9" CTS. Cad 1'-0" CTS.
6 121/2„ 0
20'-O" 20'-O" ►DOWEL HOLES
#5#5S3 S4& # SEE GROUTED # �i 1" CL. ..:{. ;
10- 5 B11 IN 10- 5 B11 IN ►-f . •
RECESS DETAILS
o VERTICAL CONCRETE VERTICAL CONCRETE ..
I BARRIER RAIL (TYPO) BARRIER RAIL Al2 Q�
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• • DETAIL " A "
• 4„ I • (TYPICAL EACH END OF UNIT)
I
M 3'-0" 12" 0 VOIDS H
3'-0" NOTE EXTERIOR UNIT SHOWN - INTERIOR
r' (TYP EA. SLAB UNIT) (TYP.) 4" UNIT SIMILAR EXCEPT OMIT 45 S3 BARS.
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• IN 2/2 0 HOLE (TYPO)
I •
• •
• •
45 S3 & / • \� GUTTERLINE 1 �
45 S4 #5 S3 & PROJECT NO. 17BPo20Ro86
• � ��` I . 45 S4
BEAUFORT
#4 S2 COUNTY
4 S2 10 5 B11 IN 10 5 B11 IN 17 3 6 . 0 0 L
± VERTICAL CONCRETE C 1/2" EXP. JT. VERTICAL CONCRETE STATION :
SEE DETAIL "A" BARRIER RAIL MAT'L. IN RAIL BARRIER RAIL
(TYPO) (TYPO)
SHEET 2 OF 4
1'-0" 42-44 S2 PAIRS (SPACED AS SHOWN IN DETAIL "A") (TYP. EA. UNIT) 1'-0"
• ► • ►T•—►
STATE OF NORTH CAROLINA
A °��U6'A°edbY: DEPARTMENT OF TRANSPORTATION
I 4 -# (SPACED ASSHOWN IN DETAIL "A") (TYP. EA. EXT. 21 `oQ`,,,,oFE `.;�°�4 °""� RALEIGH
2/2L 8 5 S 3 S E D S O /2 _,Q� e1�2Az�88
48-45 S4 (SPACED TO MATCH S3 IN VERTICAL CONCRETE BARRER RAIL) _ = SEAL
22997
20'-0" 20'-0„ 4/22/2019 PLAN OF 40 ' UNIT
.. ► ► *'', k' NEED 4z``;:
S ,J. gP�`�, 30 ' - 10 " CLEAR ROADWAY
40'-0„ '
90 ° SKEW
ASSEMBLED BY : D. WITHERSPOON DATE 3/19
PLAN OF UNIT INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-6
DRAWN BY a DGE 3/09 REV. 12/5/11 MAA/AAC — — DRAWN BY D. WITHERSPOON DATE 3/19 3 TOTAL
CHECKED BY BCH 3/09 REV. 8/14 MAA/TMG DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 6 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . \ OD 21 " PCS _ 33 _ 90S _ 40L

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
1'-0 7-44 S2 PAIRS ( �4 S2 PAIRS L.
9" CTS. Cad 1'-0" CTS.
6 C 21/2„ 0
TVDOWEL HOLES
15 -0 15 -0 15 0 T1
45 S3 & C\J 1" CL.j.f.7:;!. ; • 7.•
45 S4 10-45 B12 IN SEE GROUTED 10-45 B12 IN ooT
O VERTICAL CONCRETE RECESS DETAILS VERTICAL CONCRETE i 12" Q�
BARRIER RAIL (TYPO) BARRIER RAIL r/
VOIDS
o ;` ,... 2-45 S1
A 1 I I .I _
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I GUTTERLINE I 45 S4 -
• • \ ». -.
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• • 3'-0"
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I I
• •
• I DETAIL " A "
•
(TYPICAL EACH END OF UNIT)
o • I 4„ • NOTEe EXTERIOR UNIT SHOWN - INTERIOR
;�) „ 3 „ UNIT SIMILAR EXCEPT OMIT 5 S3 BARS.
3„) (TYPO) I (TYP1 EA. SLABO DUNIT)S 4" I (TYPO) (TYPO)
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1
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--
•45 S3 & / \ I GUTTERLINE I • PROJECT NO.
17BPo2 . R . 86
45 S4 / \ 45 S3 &
— 5 #5 S4 BEAUFORT COUNTY
3 1 / \ \
o �,1 _—� #4 S2 STATION : 17 + 36000 — L —
+ I #4 S2 10-45 B12 IN 10-45 B12 IN
VERTICAL CONCRETE C I/2 EXP. VERTICAL CONCRETE
BARRIER RAIL JT. BARRIER RAIL
SEE DETAIL "A" MAT L. IN RAIL
(TYPO) (TYPO) SHEET 3 OF 4
1'-0" 47-44 S2 PAIRS (SPACED AS SHOWN IN DETAIL "A"). .411 (TYPO EA. UNIT) 1'-0" STATE OF NORTH CAROLINA
AI .ice.
n DEPARTMENT OF TRANSPORTATION
``
O �FE Slddpti, RALEIGH
? QQ 1 Wk1'SC�o24488...
21/2" 54-45 S3 (SPACED AS SHOWN IN DETAIL "A") (TYPO EA. EXT. UNIT) 21/2„ ' =f SEAL
54-45 S4 (SPACED TO MATCH S3 IN VERTICAL CONCRETE BARRIER RAIL) r's= 4/22/9019
� , = PLAN OF 45 ' UNIT
- - - --,SJ. Bil.5 ,,°, 30 / - 10 " CLEAR ROADWAY
45'-0" _ 90 ° SKEW
ASSEMBLED BY : D. WITHERSPOON DATE 3/19
PLAN 0 F UNIT INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-7
DRAWN BY a DGE 3/09 REV. 12/5/11 MAA/AAC - DRAWN BY D. WITHERSPOON DATE 3/19 3 TOTAL
CHECKED BY BCH 3/09 REV. 8/14 MAA/TMG DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 7 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . NO . 21 " PCS _ 33 _ 90S_ 45L

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
BILL OF MATERIAL FOR ONE BILL OF MATERIAL FOR ONE BAR TYPES NOTES
40' CORED SLAB UNIT 45' CORED SLAB UNIT ALL BAR DIMENSIONS ARE OUT TO OUT ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION GRADE
EXTERIOR UNIT INTERIOR UNIT _ EXTERIOR UNIT INTERIOR UNIT 7„ 6" 270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT FOR SAMPLING
BAR NUMBER SIZE TYPE LENGTH _ WEIGHT _ LENGTH WEIGHT BAR NUMBER SIZE TYPE LENGTH WEIGHT LENGTH WEIGHT r -1 r -1 S1 1'-9" REQUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
B4 4 44 STR 20'-9" 55 20'-9" 55 B5 4 #4 STR 23'-3" 62 23'-3" 62 ` S2 2'-8" SPECIFICATIONS.
v ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS SHALL BE
S1 8 #5 3 4'-3" 35 4'-3" 35 S1 8 45 3 4'-3" 35 4'-3" 35 GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR
S2 84 44 3 5'-4" 299 5'-4" 299 S2 94 #4 3 5'-4" 335 5'-4" 335 Oh-
J 031 PRESTRESSED CONCRETE CORED SLABS.
S3 48 #5 1 5'-7" 280 �K S3 54 45 1 5'-7" 314 -p
T RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
TENSIONING OF THE STRANDS.
REINFORCING STEEL LBS. 389 389 REINFORCING STEEL LBS. 432 432 .9Y THE 21/2" 0 DOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
)KEPDXY COATED * EPDXY COATED FILLED NON-SHRINK GROUT.
REINFORCING STEEL LBS. 280 REINFORCING STEEL LBS. 314 H 81/4 6" J73/4„
5000 P.S.I. CONCRETE CU. YDS. 5.8 5.8 5000 P.S.I. CONCRETE CU. YDS. 6.5 6.5 Ls) THE BACKER RODS SHALL CONFORM TO THE REQUIREMENTS OF TYPE M
BOND BREAKER. SEE SECTION 1028 OF THE STANDARD SPECIFICATIONS.
0.6" 0 L.R. STRANDS No. 13 13 0.6" 0 L.R. STRANDS No. 13 13 WHEN CORED SLABS ARE CAST, AN INTERNAL HOLD-DOWN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING SIDEWAYS. AT LEAST
± CONCRETE RELEASE STRENGTH SIX WEEKS PRIOR TO CASTING CORED SLABS, THE CONTRACTOR SHALL SUBMIT
� I TO THE ENGINEER FOR REVIEW AND COMMENT, DETAILED DRAWINGS OF THE
CORED SLABS REQUIRED PROPOSED HOLD-DOWN SYSTEM. IN ADDITION TO STRUCTURAL DETAILS,
BEARING PAD t 8" NUMBER LENGTH TOTAL LENGTH UNIT PSI LOCATION AND SPACING OF THE HOLD-DOWNS SHALL BE INDICATED.
�--► 4�' 40' UNIT 40' & 45' UNITS 4000
4" � EXTERIOR C.S. 4 40'-0" 160'-0"
INTERIOR C.S. 18 40'-O" 720'-O" ALL REINFORCING STEEL IN THE VERTICAL CONCRETE BARRIER RAIL
� I SHALL BE EPDXY COATED.
��
—o 1" HOLES TOTAL 22 880'-0" DEAD LOAD DEFLECTION AND CAMBER PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE CORED SLAB UNIT
A ENDS.
3'-0" x 1'-9"
I I I J 40' & 45' CORED SLAB UNIT 0.6" 0L.R.
APPLY EPDXY PROTECTIVE COATING TO CORED SLAB UNIT ENDS.
CORED SLABS REQUIRED STRAND 1
/ BEARING PAD GROOVED CONTRACTION JOINTS, /2IN DEPTH, SHALL BE TOOLED IN ALL
- TYPE I - NUMBER LENGTH TOTAL LENGTH CAMBER ( SLAB ALONE IN PLACE ) 7/8" EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE WITH ARTICLE
45' UNIT 825-10(B) OF THE STANDARD SPECIFICATIONS. A CONTRACTION JOINT SHALL
DEFLECTION DUE TO 1 „ BE LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL EXPANSION
, EXTERIOR C.S. 2 45'-0" 90'-0" SUPERIMPOSED DEAD LOAD /s i JOINTS. ONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF
INTERIOR C.S. 9 45'-0" 405'-0" FINAL CAMBER 3/4„ # BARRIER RAIL SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO
FIXED END TOTAL 11 495'-0" CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10
INCLUDES FUTURE WEARING SURFACE FEET IN LENGTH.
( TYPE I - 66 REQ' D )
• BILL OF MATERIAL FOR VERTICAL CONCRETE BARRIER RAIL FLAME CUTTING OF THE TRANSVERSE POST-TENSIONING STRAND IS NOT
EL A S T 0 M E R I C BEARING DETAILS BAR BARS PER PAIR OF EXTERIOR UNITS TOTAL NO. SIZE TYPE LENGTH WEIGHT ALLOWED.
ELASTOMER IN ALL BEARINGS SHALL BE 50 DUROMETER HARDNESS. 40' UNIT THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
* B11 40 80 45 STR 19'-7" 1,634 STRENGTH OF NOT LESS THAN THE REQUIRED STRENGTH SHOWN IN THE
1'-0" "CONCRETE RELEASE STRENGTH" TABLE.
. za S4 96 192 45 2 7'-2" 1,435 FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
m o F. 4.- -.4 1" 10" 1" * EPDXY COATED REINFORCING STEEL LBS. 3,069
GROUT THE PERMITTED THREADED INSERTS ARE DETAILED AS AN OPTION FOR THE
H CLLASS AA CONCRETE CU.YDS. 20.4 CONTRACTOR TO ATTACH FALSEWORK AND FORMWORK DURING CONSTRUCTION.
@ 2" CL. MIN. � TOTAL VERTICAL CONCRETE BARRIER RAIL LN. FT. 160.50 THE PERMITTED THREADED INSERTS IN THE EXTERIOR UNITS SHALL BE
A ' F5 S4 . ...::� O F MATERIALF O R VERTICAL CONCRETE A R R R RAIL SIZED BY THE CONTRACTOR, SPACED AT 4'-0" CENTERS AND GALVANIZED
# ///���� �,. ,,..� V/////// '
/ \ BILL BARRIER E I L IN ACCORDANCE WITH SECTION 1076 OF THE STANDARD SPECIFICATIONS.
STAINLESS STEEL THREADED INSERTS MAY BE USED AS AN ALTERNATE.
• • / *
; BAR BARS PER PAIR OF EXTERIOR UNITS TOTAL N0. SIZE TYPE LENGTH WEIGHT
������������������ 45 UNIT THE PERMITTED THREADED INSERTS SHALL BE GROUTED BY THE CONTRACTOR
Q J o� •�`� � �.... ! % IMMEDIATELY FOLLOWING REMOVAL OF THE FALSEWORK.
m ' • • * B12 40 40 45 STR 22'-1" 921
cL THE COST OF THE PERMITTED THREADED INSERTS SHALL BE INCLUDED IN
Q to 21/2„ 21/2"
Iw = �c S4 108 108 #5 2 7'-2" 807 THE PRICE BID FOR THE PRECAST UNITS.
z0 m SECTION T — T 2
2 21/2„ EPDXY COATED REINFORCING STEEL LBS. 1728 GUTTERLINE ASPHALT THICKNESS & RAIL HEIGHT
• of = m • • (TYP.) AT OPEN JOINT AT BENT ' CLASS AA CONCRETE CU.YDS. 11.5
w (THIS IS TO BE USED WHERE ASPHALT OVERLAY THICKNESS RAIL HEIGHT
o TOTAL VERTICAL CONCRETE BARRIER RAIL LN. FT. 90.25
co 1- Q # :N I #5 S3 i� _1 FOAM JOINT IS NOT USED) MID-SPAN MID-SPAN
�, � � o o SECTION S — S „
AT DAM IN OPEN JOINT 2 0 .� 40' & 45' UNITS 2" 3 8
w °�Lu (THIS IS TO BE USED ONLY
v Y •• 23/8" CL. WHEN SLIP FORM IS USED) 4-#5 S3 6" 4-#5 S3 #5 S3 & S4
w 1 -0
(Az I 3%" C 1/2" EXP. JT. MAT'L HELD IN „ 10" & S4 C. & S4 Co
1 1" FIELD BEND 6 CTS. 6 CTS.
LJ `9 PLACE WITH GALVANIZED NAILS. �� "B" BARS FIELD CUT GRADE 270 STRANDS PROJECT NO. 17BPo20Ro86
,, 1-1 i Y • • 1" (NOTE: OMIT EXP. JT. MAT'L. , •
> I - 4 WHEN SLIP FORM IS USED) ' ' ' ' 0.6" 0 L.R.
o T S � � � ' AREA BEAUFORT COUNTY
7 C OPEN JT. IN ( SQUARE INCHES ) 0.217
\\\\ \ \ N — I RAIL CO BENT ►� FI#5DS4UT ~ • • �� e ULTIMATE STRENGTH 58,600 17 + 36 . 00 — L —
+ 10 CIHAMFER Ir 3 CHAMFER 3 00 ( LBS. PER STRAND ) STATION :
J w ,.l ./4 ./4 # #5 S4 APPLIED PRESTRESS 43,950
—� U e 5 S3 ,\ , Co FIELD ( LBS. PER STRAND )
. . rcL
H a 3/4" 3 CUT
I— > CHAMFER /" CHAMFER # #5 S4 SHEET 4 OF 4
> I I
0
> H /
CI STATE STATE OF NORTH CAROLINA
//. ... \\ //. '
r////////z
I #5 S3 ` � � AdDEPARTMENT OF TRANSPORTATION
1 (TYP.) _ o ofE s o �= wa mid
5 S3 (SEE "PLAN OF CONST. JT. _ SEAL = STANDARD
UNIT" FOR SPACING) = - 22997 -
. . / It* TI I =;4/22/2019 = 3 / _ 0 / / X 1 / _ 9 /
S
CONST. JT. \94,-
"'F^�' ���' PRESTRESSED CONCRETE
ELEVATION AT EXPA \ SION JOINTS ,, FS/'J. gaac,
coNST. JT. CORED SLAB UNIT
VERTICAL CONCRETE BARRIER RAIL SECTIO \ END VIEW SIDE VIEW 90 ° SKEW
E \ D OF RAIL DETAILS INT.4 HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY : D. WITHERSPOON DATE e 3/19NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY e J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-8
DRAWN BY : DGE 5/09 DRAWN BY D. WITHERSPOON DATE 3/191 3 TOTAL
CHECKED BY BCH 6/09 REV. 5/18 MAA/THC DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 8 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . NO . 21 " PCS3 _ 33 _ 90S

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
11" NOTES
► THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A I/4" HOLD DOWN PLATE AND
4" 4" 1---10E 7 - 7/8" 0 BOLTS WITH NUTS AND WASHERS.
.. ►
THE HOLD—DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36. AFTER
FOR LOCATION OF GUARDRAIL ANCHOR FABRICATION, THE HOLD—DOWN PLATE SHALL BE HOT—DIP GALVANIZED IN ACCORDANCE
A ASSEMBLY, SEE "PLAN" BELOW WITH AASHTO M111.
O
C GUARDRAIL ► 4" H BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL
ANCHOR ASSEMBLY 1 4" CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS, NUTS AND WASHERS SHALL
'' BE GALVANIZED. (AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLTS, NUTS
I I AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE 7/8" 0 GALVANIZED BOLTS,
NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
+ — — ' REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY
C GUARDRAIL THE ENGINEER.)
ANCHOR ASSEMBLY
THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH
C 1%16" 0 HOLES (TYP.) 0 T
ANCHOR GUARDRAIL ASSEMBLY GUARDRAIL IS TO BE ATTACHED TO THE END OF BARRIER RAIL. FOR POINTS OF
.'
ATTACHMENT, SEE SKETCH.
AFTER INSTALLATION, THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A
'�' SHARP POINTED TOOL.
a a - - I
THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT
;N FINISH GRADE CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL.
Z 0 . i i i i i i i i i i THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL
I/4" HOLD—DOWN ► CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS.
r END OF SLAB 10 E
Cagy END BENT THE 1 I/4 0 HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS
WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED
ELEVATION TO THE SATISFACTION OF THE ENGINEER.
PLAN
1'-0"
1" 10" 1"
/ \
4"
1 c 7/8" QS X 1,_2„ BOLT 4
WITH ROUND
WASHERS (TYP.) 1'-10" -q� _ 5
C GUARDRAIL
ANCHOR ASSEMBLY
END OF SLAB ) \/`
C GUARDRAIL 2 END BENT (
��= In ANCHOR
ASSEMBLY <>
I 0 X X
NiY II1M S END OF SLAB -0 END OF SLAB
III,_ i 1 —10 GUARDRAIL 2 END BENT #1 Cep END BENT 42
4" --*------- ANCHOR ASSEMBLY <>
M ' II,. I X X
a II li _,...Ni
II� i() SKETCH SHOWING
I/4" HOLD—DOWN IE \ POI \ TS OF ATTACHMENT
1
11/4" 0 HOLE PLAN X DENOTES GUARDRAIL ANCHOR ASSEMBLY
(TYP.)
PROJECT NO. 17BPo20Ro86
CONST. JT. LOCATION OF B E A U F O R T COUNTY
/ 0 \y ANCHORS FOR GUARDRAIL 17 + 36000 — L —
+ END BENT 41 SHOWN, END BENT 42 SIMILAR. STATION :
STATE OF NORTH CAROLINA
o nedbY: DEPARTMENT OF TRANSPORTATION
SECTION E- E � s:Q�oF -
E N �; RALEIGH
_ - ,��rs�2Az�488 STANDARD
GUARDRAIL ANCHOR ASSEMBLY DETAILS = = SEAL
22997
_ ';4/22/2019 GUARDRAIL ANCHORAGE
-1 FinI NEED�`'`0��,�
, ``
_
�FS J.',,,,,,, � DETAILS
BP
""
FOR VERTICAL CONCRETE
3ARRIER RAIL
C•INTB HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY D. WITHERSPOON DATE 3/19NC License No. C-1554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-9
REV. 1/15 MAA/TMG DRAWN BY D. WITHERSPOON DATE 3/19 TOTAL
DRAWN BY MAA 5/10 DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/191 3 SHEETS
CHECKED BY : GM 5/10 REV, 12/17 MAA/THC DWG. NO. 9
REV. 5/18 MAA/THC UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . \ OD GRA3

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
NOTES
/ STIRRUPS IN CAP MAY BE SHIFTED AS
'4 -L- NECESSARY TO CLEAR DOWELS.
THE CONCRETE IN THE SHADED AREA OF
39'-0" THE WING SHALL BE POURED AFTER THE
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
19'-6" 19'-6"
FOR WING DETAILS, SEE SHEET 3 OF 4.
91/2" 9 l/2,,
90 °-00'-00"
1'-7" 1'-5"
1" EXP. JT. SEE DETAIL "A" 1" X 8" X 2'-6"
MAT'L. (TYPO) (SHEET 4 OF 4) (TYPO) (TYPO) ELASTOMERIC BRG.
PAD (TYPE I) (TYPO)
+ A A A --_
1 1
r -I • F. ,-
1 �-- I - �- -
ri • r I L• . r 7 . I I I I I I
nl 1- A L—J L—J �,, L—J _,' L—J L—J L—J NI—
_t_ —J
/
7
1— asv) 0
J 1— w
\N C3w J
W.P. 1
1 . CD - , FILL FACE -
111
w - (4 4 1 3 _►
(TYPO)
•
1'-0" 2'-4" 16'-2" 16'-2" 2'-4" 1'-0"
PLAN
A
EL. 4.93
WORKLINE
EL. 7.43 EL. 7.43
TOP OF WING TOP OF WING
(LEVEL) o CONST. JT. (LEVEL)
(TYPO)
I #4 B3 UNDER #4 B2 2'-5" MIN. i
OVER PILES 4'-0" CTS. •
POUR 42 If
C� SPLICE• �
UPPER PART . EL. 4.93 (10 REO D) (TYPO) 4-49 B1 EL. 4.93
OF WINGS
t/•-
/ \ / \ / / . / \ / ,, i
Ay
POUR 41 / jr
CAP, LOWER (7_ _-.- 1
PART OF WINGS -7 - --- r--I/B2
r=7 --- , --7 r-7 I-
I -4___1 I I • I I I I _/N, •
___N_- ' �,_ 2-4 4 S3 -__,\,_ ---N - _,\,_ �- _,\,_(TYPO EA. PILE) /44 B2 I
EL.BOTTOM 2.43
0F CAP 17 B P o 2 . R . 8 6
(EACH FACE) (OVER PILES) 3 HIGH BEAM BOLSTER PROJECT NO.
EL. 2.43 1'-0" MIN. (2 BAR RUNS) (2 BAR RUNS) 4.41
C� 5'-0" CTS. & WING
BOTTOM OF CAP EMBEDMENT A 8" 8-44 S1 & S2 8" , # # B E A U F 0 R T COUNTY
(TYPO) p 4 S1 & 4 S2
(TYPO) C0 8 CTS. (TYP.) 8" (TYP. EACH END)
(TYPO EACH BAY) STATION : 17 + 36000 — L —
± (TYP.)
6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0"
SHEET 1 OF 4
STATE OF NORTH CAROLINA
C 12 P/S CONCRETE PILES . .
,,,, : DEPARTMENT OF TRANSPORTATION
•`Fa '1•11 RALEIGH
0 0 ID CI lb 6 O -``` ._,.. f5�'�D2A 9488
- SEAL = _
22997
9;4'Zz'tfOk = SUBSTRUCTURE
''''.,,FibG I NEED�`'`0��``
END BENT No . 1
ELEVATION
WINGS NOT SHOWN FOR CLARITY. HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY : M. WRIGHT DATE : 4/19 FOR SECTION A-A, SEE SHEET 4 OF 4. NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 S-10
NO. BY DATE NO. BY DATE
DRAWN BY : DGE 01/10 DRAWN BY M. WRIGHT DATE 4/19 3 TOTAL
CHECKED BY MKT 01/10 REV. 4/15 MAA/TMG DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 10 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . \ O . E3 _ 33 _ 90S

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS
A _L_ NECESSARY TO CLEAR DOWELS.
1'-0" 2'-4" 16'-2" 16'-2" 2'-4" 1'-0" THE CONCRETE IN THE SHADED AREA OF
►� ►� . . -- THE WING SHALL BE POURED AFTER THE
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR WING DETAILS, SEE SHEET 3 OF 4.
90 °-00'-00"
co: a 410 1'-3" 0
r;' ~ 1- .60 o J FILL FACE (TYP.)
Cr) �w W.P. 4
r co--
i i A Frt
7 -1 ',
1- ��� I I • -•- / • ; • • I I • • • • • • • • I I • • • • I I • • • I I
\1 - I >- L-J ♦L-J L—J L J - • L- • L -J L-J
1-
1 / /v -----
1" EXP. UT. 1" X 8" X 2'-6"
MAT'L. (TYP.) SEE DETAIL "A" ELASTOMERIC BRG.
(SHEET 4 OF 4) _1'-7 1'-5" PAD (TYPE I) (TYP.)
(TYP.) (TYP.)
9/2" 9l1/2„
19'-6" 19'-6"
39'-0"
PLAN
A
EL. 4.56 -
WORKLINE
EL. 7.06 EL. 7.06
TOP OF WING TOP OF WING
(LEVEL) >- CONST. UT. (LEVEL)
__ (TYP.)
1 44 B3 UNDER 44 B2 2'-5" MIN. i
OVER PILES 4'-0" CTS. `
POUR 42 / C� SPLICES �
UPPER PART • EL. 4.56 (10 REO D) (TYP.) 4-49 B1 EL. 4.56
OF WINGS
v
A
/ \ f \ / \ H / \ / \ / \ / i
POUR #1
II
•
E IZ
CAP, LOWER _-_-_ 1
PART OF WINGS CE-7 r-- '- r--I =,1 - --I --- - ---1 • I--7 ) I—
I I -4___4-- I I • I I I I • _/N, •
___N_- ' �,_ 2- 4 S 3 -__,\,_ �- _,\,_ �- _,\,_(TYP. EA. PILE) 4-#4 B2 BOTTOM 2.06EL. 0F CAP 17 B P o 2 o R o 8 6
#4 B2 (EACH FACE) (OVER PILES) 3 HIGH BEAM BOLSTER PROJECT NO.
EL. 2.06 1'-0" MIN. (2 BAR RUNS) (2 BAR RUNS) C� 5'-0" CTS. & WING
BOTTOM OF CAP EMBEDMENT 4A 8" 8-44 S1 & S2 8" , # # B E A U F 0 R T COUNTY
(TYP.) 4 S1 & 4 S2
(TYP.) C� 8 CTS. (TYP.) 8" (TYP. EACH END)
(TYP. EACH BAY) STATION : 17 + 36000 — L —
± (TYP.)
6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0"
SHEET 2 OF 4
STATE OF NORTH CAROLINA
C 12" P/S CONCRETE PILES . . ""`"` x. T puainuiiDo� ned b
Y. DEPARTMENT OF TRANSPORTATION
`
��FESS 0 ,/ RALEIGH
0 0 ID CI lb 6 O -` _ •11 c znzl488
- SEAL = _
22997
_ ;4/22/2019 loa - SUBSTRUCTURE
,f,An 1 NEED '`0�,``
,,'IFS, ',,,,,,,E,3P��`G
END BENT No . 2
ELEVATION
WINGS NOT SHOWN FOR CLARITY. HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY : M. WRIGHT DATE : 4/19 FOR SECTION A-A, SEE SHEET 4 OF 4. NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 S-11
NO. BY DATE NO. BY DATE
DRAWN BY : DGE 01/10 DRAWN BY M. WRIGHT DATE 4/19 3 TOTAL
CHECKED BY MKT 01/10 REV. 4/15 MAA/TMG DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. II SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . \ O . E3 - 33 - 905

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
2,_9„ 2,_9„
1,_9„ 1'_O" 1,_O„ 1'_9" 1,. r__0„
►.1 2" CL. 2" CL.
i
2" CL. 2" CL.
f _...._, _...
2" CL. 2" CL. .
f
.... .'"''''' .--'N..... N„ /// e
I-Q #4 V1
w C U • •
U � ;
(Ni11_ FILL FACE
1" EXP. JT. 1" EXP. JT.
MAT'L MAT'L Q .
w
U U
N �,
_7 Z ZZ/Z = 1 • \
A 1 • - A : A . #
LO @ (A@
w 1-
z @ V) U (n U Z a U
a a a Q � , CONST. JT.
_ #4 K1 FILL 1 I FILL #4 K1 0- > _ `�) o
v) N wibiie FACE N N FACE Now v) , N
v < >
IY' 1 a 1 #4 H1 1 1 #4 H1 / 1 a �) 1 1
/
! 0 • • • • • • • A
A • • • • • • • ! ! 3" HIGH B.B.
0 0
SECTION X — X
J — _ 7 7
J
2" CL. U U 2" CL.
N
7-#4 V1 2 1'-0" CTS. (EA. FACE) 3" 3" 7-#4 V1 Cad 1'-0" CTS. (EA. FACE)
-. .- -. ►
1,_g„ 7,_6„ 7,_6„ 1'-9„
-. . . .. .
1'-0"
9'-3" 9,-3„ 2" CL.441 2" CL.
-. 0. -.1 B. ,,,„
r 1
. .
A A
PLAN OF WING W1 PLAN OF WING W2 @ .
r+ Y a ~ FILL #4 V1
X +1 w FACE
U Cal
a
3" #4 V1 BARS (EA. FACE) `i_
#4 V1 BARS (EA. FACE) �3,, _ •
(SPACED AS SHOWN ABOVE) U
(SPACED AS SHOWN ABOVE) w
. \II\
TOP OF WING
TOP OF WING (LEVEL) #4 K1 (EA. FACE) # e vi
#4 K1 (EA. FACE) (LEVEL) C9 1-
a U
i� _
cn o • • CONST. JT.
i A i CV ,1_,
\ Y V • •
#
A C U _ a u 3" HIGH B.B.
= ' L� C
w C SECTION Y — Y
C CONST. JT. N a U cv CONST. JT. _
a_ a
•-i— • - -V � = 2 V - - ,• • • •
U
V a 0
-- -- w w A
• 1 = •
PROJECT NO. 17BPo2oRo86
4* I— Lo # I— 4*
U L9 C U
0L 0_N o 0_ o 1 CL BEAUFORT COUNTY
CL N �, N �, a_
STATION : 17 + 36 . 00 — L -
. 1 1 1 . . .
SHEET 3 OF 4
BOTTOM OF WING ... 3" HIGH B.B. Cad 5'-0" CTS. ► L3" HIGH B.B. 25'-0" CTS. BOTTOM OF WING STATE OF NORTH CAROLINA
(LEVEL) (LEVEL) ";��, .,,,,,,,,,,,,,
°��� °doss"edbY: DEPARTMENT OF TRANSPORTATION
X Y �y,B ra
o O e,E S 0, o F�PlLE1 }I
?;QQ' i�r5e162A22488 .
SEAL
4/ 2$i9 ` = SUBSTRUCTURE
ELEVATION OF WING W1 ELEVATION OF WING W2 .. � „ co
,, END SENT
6'
WING DETAILS
ASSEMBLED BY : M. WRIGHT DATE 4/19
WING DETAILS INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 5-12
NO. BY DATE NO. BY DATE
DRAWN BY : DGE 02/10 DRAWN BY M. WRIGHT DATE 4/19 3 TOTAL
CHECKED BY MKT 02/10 REV. 4/15 MAA/TMG DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 12 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . \ O . E3 _ 39 _ 90S

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
3AR TYPES SILL OF MATERIAL
MINIMUM OF 3- ONE CUBIC FOR ONE END BENT
FOOT BAGS OF 478M STONE. _ _
BAGS SHALL BE OF POROUS HK. C__ __10 —) HK. BAR NO. SIZE TYPE LENGTH WEIGHT
FABRICS SECURELY TIED. © B1 8 #9 1 41'-0" 1115
b1 -3'.. 38'-6" :'-3'W. � �, B2 16 44 STR 20'-7" 220
6" ( MIN.) PIPE Ti
'I 6" ( MIN.) PIPE B3 10 44 STR 2'-5" 16
FOR DRAINAGEL. 7/-2"im •;zar I -"oak D1 22 46 STR 1'-6" 50
7) \\\
H1 24 44 2 7'-10" 126
GRADE TO DRAIN GRADE TO DRAIN
TOE OF SLOPE TOE OF SLOPE K1 12 44 STR 2'-11" 23
2'-5" T4/2
"
T T 1 S1 50 44 3 7'-5" 248
BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION HK. ( / HK. S2 50 44 4 3'-2" 106
OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED \ C S3 14 44 5 6'-6" 61
STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED
Hh PIPE WILL NOT BE ALLOWED. _ V1 48 44 STR 4'-8" 150
1 3 LAP
BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT A 7.
IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT
ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER. ,
BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER-
MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS. 0
1
REINFORCING STEEL
NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE 41) (FOR ONE END BENT) 2115 LBS.
COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE
BID FOR THE SEVERAL PAY ITEMS.
CLASS A CONCRETE BREAKDOWN
2'-5" (FOR ONE END BENT)
TEMPORARY DRAINAGE AT END BENT 1'-8" ► POUR F 1 CAPS LOWER PART A OF WINGS 10.9 C.Y.
POUR 42 UPPER PART OF 1.8 C.Y.
ALL BAR DIMENSIONS ARE OUT TO OUT. WINGS
END BENT No. 1 END BENT No. 2
12" P/S CONCRETE PILES 12" P/S CONCRETE PILES
NO: 7 LIN. FT.= 315 NO: 7 LIN. FT.= 315 TOTAL CLASS A CONCRETE 12.7 C.Y.
PILE DRIVING EQUIPMENT PILE DRIVING EQUIPMENT
-0" 11" 10" SETUP FOR SETUP FOR A
1' CONCRETE DISPLACED BY THE
.� ►. ►
12" P/S CONCRETE PILES 12" P/S CONCRETE PILES 12" PRESTRESSED CONCRETE PILES
1'71/2" C 46 D1 DOWEL NO: 7 NO: 7 HAS BEEN DEDUCTED FROM THE
1 I CONCRETE QUANTITY.
[.., ‘ C CORED FILL I PILE REDRIVES NO: 4 PILE REDRIVES NO: 4
SLAB UNIT FACE 2" CL. f
#4 S2
2'-6" I
1'-3" 1' 3" #6 D1 DOWELS 4 9 B1 w • • /1 4-#4 B2 (� 4" CTS.
► . TO PROJECT 44 B3 OVER PILES
#
9" ABOVE CAP 4 B2 (EA. FACE) j• . _ 44 S3
(TYP.) L. ---
BEARING #4 S1 \ ( • _•_:) o�
#4 B2 (EA. FACE) _ � `
► f I�
CD I
2-49 B1 -. I • -s-1
• I ) 1
.44
_ I 2" CL. (TYP.) 7 Y V V
- - - - 8" 8"
-
;-t
r 2-#9 B1
---1 -
/ /
`N
12" P/S CONC PILE 3" HIGH B.B.
1
J
r
1'-41/2"�� 1/-41/2" 1.91/2 91/2 ►
1" X 8" X 2'-6"
ELASTOMERIC BRG. 2/-9"
PAD (TYPE I) (TYP.) 1'-7 FILL FACE . w,
PROJECT NO. 17BPo2oRo86
DETAIL " A " SECTION A - A BEAUFORT COUNTY
(END BENT No. 1 SHOWN, END BENT No. 2 SIMILAR BY ROTATION) 17 + 3 6 0 0 0 — L —
+ STATION :
SHEET 4 OF 4
STATE OF NORTH CAROLINA
iii i
`` ddbty>i9ned by:
,��, y. DEPARTMENT OF TRANSPORTATION
Z QQS) 1i's162AN488
22997 = SUBSTRUCTURE
4/22/2019 i =
F NEE 44<. , .GOS
gP. ° E \ D BENT No . 1 & 2
DETAILS
C•INTB HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY e M. WRIGHT DATE 4/19NC License No. C-1554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 5-13
NO. BY DATE NO. BY DATE
DRAWN BY : DGE 12/09 DRAWN BY M. WRIGHT DATE 4/19 3 TOTAL
CHECKED BY MKT 01/10 REV. 4/17 MAA/THC DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 13 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . \ O . E3 _ 39 _ 90 \

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
* INVERT ALTERNATE STIRRUPS.
35'-6"
17,_9„ 17'-9"
-L- / ►
9/2"
CORED
41 1.--4 ►I 9 2 SLAB UNIT l ►
2 6 X 8" X 1"
ELASTOMERIC BEARING
PAD (TYPE I) (TYPO) 1'-7" 1'-5" 90 °-00'-00"
i�(TYPO)� (TYPO) (TYPO) ►
SPAN B 11-7"
BEARING (TYPO)
& DOWELS .91'/2 . .91'/2 __
BENT :N (TYPO) (TYPO)
CONTROL LINE I
& C PILES — I _ I _ 1---t —I - ♦--� - � - - fi - - �--•- -• I ♦ -_ 1- •� _-4,- -� - - • - —ram • - -.f ♦ -. 1 --. _ L
—f - i
A- I ♦ -0 - 0—JD- - - - -I-0 - •I -4 -0- - • - tom F• • - -0= -• -• 1_-_ _ `Y' - - - - • - — I - ' ��
A
I •
�/ ' g A
Lo
W.P. 2
CD
SPAN A - - `�7 - -4)- -��)- -
SEE DETAIL "A"
BENT
CONTROL LINE I
PLANI
2'-6" X 8" X 1" 46 D1 DOWELS
ELASTOMERIC BEARING TO PROJECT 9"
44 U1 PAD (TYPE I) (TYPO) ABOVE CAP (TYPO)
(TYPO EA. END)
4-410 B1 WORKLINE DETAIL " A "
TOP OF CAP ` 2'-5" MIN. ► TOP
(DIMENSIONS ARE TYPICAL EACH BEARING)
EL. 4.81 SPLICE #4 B5 Cad 4'-0" CTS. EL. CAP 4.81
(TYPO) A (9 REQUIRED)
FI.,,,_ .
/ / / / / / - ^
3_44 "U" BARS 1 , - -------
�o z
(TYPO EA. END) _ -- _ -- k •'• - F•. I I-I
r •
. 1 I , . 111 .
_., 17 y\, 1 1 7. 1 I/ I , __/
Zi \ .
BOTTOM OF CAP II I A I 1 I
i I T
EL. 2.31 3" HIGH B.B.1._
Cad 5'-0" CTS 4-44 B4 4-410 B2 2-44 S2 45 B3 1'-0" MIN. BOT OM EL. 2.31OF CAP
(OVER PILES) (EACH FACE)
#9 U3 I I (2 BAR RUNS) I (TYPO EA. PILE) I I EMBTYP ENT I
)
(TYPO EA. END)
PROJECT NO. 17BPo20R . 86
* 45 S1 . 1,_0„ 9" * 6-45 S1 ► 9„
(TYPO EA. END) (TYPO) (TYPO) CO 9" CTS. (TYPO) B E A U F O R T
COUNTY
(TYPO EA. BAY)
STATION : 17 + 36 . 00 — L —
±
2'_0„ ►� ►� ►� ►� ►� ►� ►�5'_3„ 5'_3„ 5'_3„ 5'_3„ 5'_3„ 5'_3„ 2'_0„
SHEET 1 OF 3
16" PRESTRESSED STATE OF NORTH CAROLINA
� k �o1� A a DEPARTMENT OF TRANSPORTATION
CONCRETE PILES 9 , `"E's `
OF p ���� RALEIGH
46 0 , 7�2A2188
O 0 0 0 0 = = SEAL = _
4/Yj92$719 = - SUBSTRUCTURE
:'9 IF'',FibGNEE�s``0�,``
,,'`- S, ,I,,,;,Ps BENT No . 1
G
ELEVATION ,,,,,
FOR SECTION A-A, SEE SHEET 2 OF 2
ASSEMBLED BY M. WRIGHT DATE 4/19
C•INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-1554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 5-14
NO. BY DATE NO. BY DATE
DRAWN BY : DGE 5/10 - DRAWN BY M. WRIGHT DATE 4/191 3 TOTAL
CHECKED BY MKT 5/10 REV. 6/17 MAA/THC DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 14 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STDo \ Oo 16 " PS - 3T - 33 - 90S — < 60 '

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
* INVERT ALTERNATE STIRRUPS.
35'-6"
17,_9„ 17'-9"
—L— / ►
9/2"
CORED
.� I., 9 2 SLAB UNIT l ►
2 6 X 8" X 1"
ELASTOMERIC BEARING
PAD (TYPE I) (TYPO) 1'-7" 1'-5" 90 °-00'-00"
1,(TYPO)� (TYPO) (TYPO) ►
SPAN C 1/-7"
BEARING (TYPO)
& DOWELS .91/2 . .91/2 __
BENT gi :N 1 (TYP.) I (TYPO)
CONTROL LINE
& C PILES I _ I _ iv
t —1 - ♦--� - � — - -* - � - - -.— •� _-4,- -- - - • - — am • - -.f -• -. -. _ F
-f - 1
1 -• -• — •— Jo- - _ - _ - -I� - •I —4 -9- - • - t_ � 1 • - -41 — -• -• 1_-_ _ c\J `Y' - - - - • - - I - ' Io
I •
�/ ' g A
—\ <o
r
A
W.P. 3 SPAN B — — `O - � — �•\
SEE DETAIL "A" LO
BENT
CONTROL LINE I
PLANI
2'-6" X 8" X 1" 46 D1 DOWELS
ELASTOMERIC BEARING TO PROJECT 9"
44 U1 PAD (TYPE I) (TYPO) ABOVE CAP (TYPO)
(TYPO EA. END)
4-410 B1 WORKLINE DETAIL " A "
TOP OF CAP ` 2'-5" MIN. .i TOP OF CAP (DIMENSIONS ARE TYPICAL EACH BEARING)
EL. 4.69 SPLICE
A #4 B5 Cad 4'-0" CTS. EL. 4.69
(9 REQUIRED)
F%, / / / / / / 1^
3_44 "U" BARS 1 , - -------
�o z
(TYPO EA. END) _ -- _ -- 1 •' • I I-1
• - •• FT7 •
• 1 u• • 1 1 1 • `, • li • •
/\ 7. / `- I-----_I� I If I If I I I / . r
I
BOTTOM OF CAP A I
EL. 2.19 3" I I I I HIGH B.B. BOTTOM OF CAP
Cad 5'-0" CTS 4-44 B4 4-410 B2 2-44 S2 45 B3 1'-0" MIN. EL. 2.19
(OVER PILES) (TYPO EA. PILE) (EACH FACE) EMBEDMENT
49 U3 I I (2 BAR RUNS) I I I (TYPO) I
(TYPO EA. END)
PROJECT NO. 17BPo20R . 86
* 45 S1 9" CTS. (TYPO). 1,_0„ 9„ * 6-45 S1 ► 9„
(TYPO EA. END) (TYPO) (TYPO) 2B E A U F O R T
COUNTY
(TYPO EA. BAY)
STATION : 17 + 36 . 00 — L —
±
2'_0„ ...II ►� ►� ►� ►� ►� ►�5'-3" 5'-3" 5'-3" 5'-3" 5'-3" 5'-3" 2'_0„
P. SHEET 2 OF 3
D3Hog gned by: STATE OF NORTH CAROLINA
16" PRESTRESSED
► .Ok � d DEPARTMENT OF TRANSPORTATION
CONCRETE PILES _ oQ`. E. 5 � ��. RALEIGH
�;QQ' ; .,'3c 2A 48S...
O © © 4 © 6 O = SEAL
22997 = SUBSTRUCTURE
4/22/2019 ' _
,J. gP� BENT No . 2
ELEVATION --,,,eig,,,l,,,11„�.��,,,,,,
FOR SECTION A—A, SEE SHEET 2 OF 2
ASSEMBLED BY M. WRIGHT DATE 4/19
C•INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-1554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-15
-
DRAWN BY : DGE 5/10 DRAWN BY M. WRIGHT DATE 4/19 3 TOTAL
CHECKED BY MKT 5/10 REV. 6/I7 MAA/THC DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 15 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STDo \ Oo 16 " PS - 3T - 33 - 90S — < 60 '

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
3AR TYPES SILL OF vATEIAL
FOR ONE BENT
1'-3" LAP BAR NO. SIZE TYPE LENGTH WEIGHT
HK. C DHK.
f(... B1 4 #10 1 37'-10" 651
B2 4 410 STR 35'-2" 605
BENT CONTROL LINE 1'-5" 35'-0" 1'-5" B3 4 45 STR 35'-2" 147
B4 8 44 STR 18'-10" 101
3'-3"
� 0 j
B5 9 44 STR 2'-11" 18
1'-71/2„ 1'-71/2„
M. D1 44 46 STR 1'-6" 99
1'-21/2" 10" 1'-2�/2" 2'-2" 0
S1 38 45 2 8'-1" 320
6�4„ ►... 63/4„ ► S2 14 44 3 8'-1" 76
7 — —
± I Y
#6 D1 DOWELS ,�, _ 2'-10" U1 U1 4 44 4 5'-10" 16
45 S1 0� 2'-0" U2, U4 U2 4 44 4 5'-0" 13
\ . J- -.11 IN.
2'-9" U3 U3 2 49 4 10'-1" 69
1 ! I I cv U4 2 44 4 4'-2" 6
I I e n _a _a
4-410 B1 •\ • • /• "' �. �. , , , REINFORCING STEEL
(FOR ONE BENT) 2121 LBS
2 ... I 4-#4 B4 C� 5" 4 °O co I CLASS A CONCRETE BREAKDOWN
(TYP.) CTS.
I I OVER PILES 2'-11" (FOR ONE BENT)
45 B3 (EACH FACE) #4 B5 V V V V
TOTAL CLASS A CONCRETE A 10.2 C.Y.
44 S2 16" PRESTRESSED CONCRETE PILES
_ (FOR ONE BENT)
` ���� �, ALL BAR DIMENSIONS ARE OUT TO OUT.
o - 1 N No. 7 LIN. FT. 315
---------- PILE DRIVING EQUIPMENT SETUP FOR
16" PRESTRESSED CONCRETE PILES
45 B3 (EACH FACE) v • • I • • A A (FOR ONE BENT)
A No. 7
`I' z PILE REDRIVES NO: 4
I—I I
• • I >
A 4-410 B2 o I o
A CONCRETE DISPLACED BY THE 16" PRESTRESSED
iv • • t. L.-
CONCRETE PILES HAS BEEN DEDUCTED FROM
THE CONCRETE QUANTITY.
! 1 / / / #4 U1
3" HIGH B.B. I
9„ 9„
/\/ • • •
C 16" PRESTRESSED
CONCRETE PILE / I..
• •
A
#4 U4
SECTION A - A
• •
#4 U2
PROJECT NO. 17BPo2 . Ro86
BEAUFORT COUNTY
• •
• 1\ • • 17 + 36 . 00 — L —
+ STATION :
49 U3 SHEET 3 OF 3
(TIE TO
410 B2) STATE OF NORTH CAROLINA
°ae° ,9°edby; DEPARTMENT OF TRANSPORTATION
`,, s � ... , �
7/ „ 1'-0" 1'-0" 7/2" RiktlEI H
Z, o 362A 4a8
SEAL
22997 SUBSTRUCTURE
_ 4/22/2019 _
FAG INEE 4 .1
/4 , .GO5J. BPS,,,°
E \ D OF CAP VIEW "" BENT No . 1 & 2
(TYPICAL BOTH ENDS)
ASSEMBLED BY : M. WRIGHT DATE : 4/19 C•INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-16
DRAWN BY DGE 05/10r- DRAWN BY M. WRIGHT DATE 4/19 TOTAL
REV. 6/17 MAA/THC DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 16 3 SHEETS
CHECKED BY o MKT 05/10 UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STDo \ Oo 16 " PS _ 3T _ 33 _ 90S _ < 60 '

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
NOTES
12"
/ ♦ 1 5 TURNS AT 1" PITCH . PRESTRESSED CONCRETE STRENGTH : f'c = 7,500 PSI
3/4„ 5 PRESTRESS 5-#5 BARS
STRANDS BUILD-UP CONCRETE STRENGTH : f'c = 7,500 PSI
__,/
/ \ / \ A TYP. STRAND DATA:
- _ - _ - - _ / A 1
ULTIMATE
_ _ APPLIED
_ = 1 H-� - 2 3 SIZE GRADE AREA STRENGTH PRESTRESS
_ _ A _ _ A a _ = 2" CL. N 2" CL. FORCE
'� - - ' TYP.� ~ TYP. 3004 30,980*
- w _ _ H _ _ or 1/2" 270 L.R. 0.153 PER STRANDPER STRAND
_ - M a AL = - w _ - ~ 1 2 58,600# 43,940#
F v' - - °° \ / V 0.6" 270 L.R. 0.217
_ a - - Qo M - - X t PER STRAND PER STRAND
_ , �- : W4.0 COLD DRAWN STEEL WIRE SPIRAL TYPICAL PATTERN ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW-RELAXATION
= `�' = DOWELS \O TYPICAL SECTION SECTION "A-A" FOR BURNING STRANDS GRADE 270 STRANDS CONFORMING TO AASHTO M203, STRAND
_ 1- SAMPLING REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE
1--1 STANDARD SPECIFICATIONS.
_ - LO 0_ 1/2" OR 0 .6" 0 GRADE 270 L.R. PRESTRESS STRANDS
_ AT THE CONTRACTOR'S OPTION, 1/2" OR 0.6" STRANDS MAY BE
_ USED IN EITHER THE 4 OR 5 STRAND CONFIGURATION SHOWN
- - - = _ - _ . 12" IN THE TYPICAL SECTION DETAIL. MIXING OF STRAND SIZE
--��` --I �� IS NOT ALLOWED.
I- o Z - _ _ Q = �- r,- ------ i V) �w w� 3 „ 4 PRESTRESS 4- 45 BARS
= w " Q _ v, U W I-I I-I /4 ► STRANDS THE SLIP-FORM METHOD OF CASTING PILES WILL NOT BE
_ cL _ - z ~i-i o U w w w TYP. PERMITTED.
cL
_ . _
~ w o o � `n - _ Ill w w w w ow , • • ` 1 2 TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE
�� - J ��, �' J - _ _ �'� o 0 0 �' HAFTER THE CONCRETE HAS ATTAINED A MINIMUM
J > J = - - _ o w a o N 2" CL. COMPRESSIVE STRENGTH OF 4,000 PSI.
1--1 o w _ - I > 0 J 1 TYP.
w w o - - /71 N w lo: IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS
_ , vi - - _ 1 SHALL BE BURNED IN PAIRS, EXCEPT WHERE 5 STRANDS ARE
0_ •
I- 4
• USED, THE LAST STRAND MAY BE BURNED SINGLY ACCORDING
LJ LJ LJ ` 2 ! TO BURNING PATTERNS SHOWN. NOT MORE THAN 4 STRANDS
_ a V MAY BE BURNED AT ANY ONE SECTION BEFORE THE SAME
_ - = B PRESTRESS B W4.0 COLD DRAWN STEEL WIRE SPIRAL STRANDS ARE BURNED AT BOTH ENDS OF THE BED AND BETWEEN
u 5 TURNS AT 1" PITCH STRAND TYPICAL PATTERN EACH PAIR OF PILES IN THE BED.
1 TYPICAL SECTION SECTION "A-A" FOR BURNING STRANDS
_ - EL PROPOSED DEVICES FOR LIFTING PILES, RECESS DETAILS, AND
_ PATCHING MATERIAL SHALL BE DETAILED IN SHOP DRAWINGS.
- "' 1- BUILD-UP AND OPTIONAL BUILD -UP /2„ OR Oo6„ GRADE 270 Logo PRESTRESS STRANDS AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL BE
_ Q SPIRAL REINFORCING WITH DOWELS REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
PICK-UP POINTS WHERE CAST-IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP
z POINTS ARE TO BE INDICATED WITH A 2" WIDE BLACK MARK.
_ _ = a 12" PRESTRESS STRAND (TYP.)
- 1- DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER,
c9 cL
z WHEREBY THE HEAD OF THE PILE IS NOT DAMAGED.
O
QUANTITIES FOR ONE 12 " PRESTRESSED PILE2" CL. DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED
TYP. 2 CL. CONCRETE PILE WT. ONE POINT PICK-UP TWO POINT PICK-UP UNTIL THE CONCRETE HAS REACHED A COMPRESSIVE STRENGTH OF
_ 11:::::::::11
TYP. LENGTH CU. YDS. TONS 0.300E 0.700E 0.207E 0.586E 5,000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
SINCE CASTING OF THE BUILD-UP.
25'-0" 0.91 1.85 7'-6" 17'-6"
,_ „ DOWEL INSTALLATION FOR OPTIO \ AL BUILD - UP
1 I 30 -0 1.10 2.22 9 0 21 -0
1 /4 0 FIELD DRILLED
12" ElHOLE (TYP.) W/ 46 DOWEL. 1" 0 FIELD DRILLED 35 -0„ 1.28 2.59 10 -6 24 -6„ GROUT COMPRESSIVE STRENGTH: f c= 5,000 PSI
► HOLE (TYP.) W/ 45 DOWEL. 40'-0" 1.46 2.96 12'-0" 28'-0"
BEFORE DRILLING DOWEL HOLES, REMOVE THE UPPER 3" OF CONCRETE FROM
ELEVATION SECTION "B- B" 45'-0" 1.64 3.33 13'-6" 31'-6" THE TOP OF THE PILE WITHOUT DAMAGE TO THE REINFORCING STEEL. THE
REMOVAL PLANE SHOULD BE NORMAL TO THE EDGE OF THE PILE.
(AT THE CONTRACTOR'S OPTION, PILE BUILD-UP MAY BE CONSTRUCTED WITH DOWELS.) 50'-O" 1.83 3.72 15'-0" 35'-0"
55'-0" 2.01 4.09 11'-41/2" 32'-3" DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN 1/2" CLEAR TO ALL
EXISTING PRESTRESSING STRANDS IN THE CONCRETE PILE.
60'-0" 2.19 4.46 12'-5" 35'-2"
STEEL PILE TIP DETAILS 65'-0" 2.38 4.81 13'-51/2" 38'-1" FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS
BEFORE GROUTING OF DOWELS. DOWEL BARS SHALL BE INSTALLED AND
1" SWEDGE 70'-0" 2.57 5.18 14'-6" 41'-0" GROUTED WITH AN APPROVED NON-SHRINK GROUT.
BOLTS WITH NOTES THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN
2 HEX NUTS PLATE AND SWEDGE BOLTS SHALL MEET THE REQUIREMENTS OF AASHTO M270 GRADE 36. WIRE WHICH SHALL BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO
MAINTAIN PITCH.
THREADS OF THE SWEDGE BOLTS SHALL BE BURRED AT THE FACE OF THE NUT. THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE
A PILE SHALL BE CAST WITH SWEDGE BOLTS AND PLATE IN PLACE. PILE SHALL BE SPLICED BY OVERLAPPING A MIN. OF ONE TURN.
FOR SPIRAL REINFORCING AND PRESTRESSING STRAND DETAILS, SEE STANDARD 0.300E
12" PRESTRESSED CONCRETE PILE ELEVATION AND TYPICAL SECTION. 17 B P o 2 o R o 8 6
PROJECT NO.
EXCEPT AS NOTED BELOW, THE HP 10 X 57 SECTION SHALL BE WELDED TO THE STEEL PLATE
AFTER STRAND STRESS IS RELIEVED. THE HP 10 X 57 SECTION MAY BE WELDED IN THE O'�00L L THRU 50' B EA U F 0 R T
PRESTRESSER'S YARD OR IN THE FIELD. WHEN A CIRCULAR STRAND PATTERN AS SHOWN COUNTY
C\I ON THE PLANS IS USED, THE CONTRACTOR, AT HIS OPTION, MAY WELD THE HP 10 X 57 SECTION
TO THE STEEL PLATE AT THE FABRICATION PLANT PRIOR TO PLACING THE CONCRETE. THE FLANGES ONE POINT PICK-UP STATION : 17 + 36 . 00 - L -
± OF THE HP SECTION SHALL BE PARALLEL TO THE EDGES OF THE STEEL PLATE AND CONCRETE PILE.
B O G B
V III til i
1" THICK STATE OF NORTH CAROLINA
'!' '!' /
1I : 1 o PLATE " �o ,,
ned by:
sss
R= 21/2„ 0�L �` ssI � �
DEPARTMENT OF TRANSPORTATION
o 1 1 1 e 3 V SEE NOTE * 44 . 1" THICK PLATE _ =;Q�° �,6".762 88 .
/$ ( T 0.586E = 2299 ; STANDARD
CV �I
i
7 0 s 4/22/2019 -
HP 10 X 57ILL 31/2" (TYP.) 0.207E L 51' THRU , .y .,,FA�GINEE�.• o��',.�
1" 0 SWEDGE BOLT .,FS �;. „00-sc., 12 PRESTRESSED
CONCRETE PILE
(TYP.) ,l,,,ll„
TWO POINT PICK-UP
ELEVATION
1'-0"
1N1B HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY : M. WRIGHT DATE 4/19 SECTION B-B NC License No. C-I554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : q/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-�7
REV. 10/I/II MAA/GM DRAWN BY M. WRIGHT DATE 4/19 TOTAL
DRAWN BY FCJ 7/88 REV. 12/14 MAA/TMG (HOLES FOR STRANDS NOT SHOWN) DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 17 3 SHEETS
CHECKED BY CRK 3/89 REV. 12/17 MAA/THC UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . NO . PCP1

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
5 TURNS AT 1" PITCH \ 0 T ES
�1 PRESTRESSED CONCRETE STRENGTH + f'c = 7,500 PSI
L - _ _ - _ �a300L BUILD-UP CONCRETE STRENGTH + f'c = 7,500 PSI
H = - � - _ - STRAND DATA
- 0_ - -
- - a� - 0_ 0.700L U 55� ULTIMATE APPLIED
- H A - _ A = - - , L THR SIZE GRADE AREA STRENGTH PRESTRESS
- W < - _ z 1- - _ o FORCE
J 300# 30,980#
I-I
_ I-I
-
- - M zAIL_ - _ 1- - - m ONE POINT PICK - UP �/2" 270 L.R. 0.153 PER STRANDPER STRAND
_ ~ '� 58,6004 43,9404
~ N �- �� a 0.6" 270 L.R. 0.217
z PER STRAND PER STRAND
�/ _A o
_ _ - Ln
1- DOWELS , ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW-RELAXATION
- 1-1 `�' GRADE 270 STRANDS CONFORMING TO AASHTO M203. STRAND SAMPLING
_ - O.ZO�L REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE STANDARD
o SPECIFICATIONS.
0.586E
- -- �` _ -�` _ v U 801 AT THE CONTRACTOR'S OPTION, I/2" OR 0.6" STRANDS MAY BE USED
� W o _ 1- - _ - 1 i 0.207E L THR IN EITHER STRAND CONFIGURATION SHOWN IN THE TYPICAL
I- ci z - - _ Q = -��� --.-r 1 J J SECTION DETAIL. MIXING OF STRAND SIZE IS NOT ALLOWED.
= W I-1 a - C7 U W I-I 1-I
� � � - _cL
1-1 J H O TWO POINT PICK - UP THE SLIP-FORM METHOD OF CASTING PILES WILL NOT BE PERMITTED.
1- W O O c - - _ 1 0_ LJJ w W a- W w CI TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE AFTER
�/ El_H J _
�CV O J O cO �' 0 >O ~ H PICK - U P POINTS THE CONCRETE HAS ATTAINED A MINIMUM COMPRESSIVE
J > J - - _ _ w w a o STRENGTH OF 4,000 PSI.
H O W - I > 12C J
LLI O I- - - N W w IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS SHALL BE
_ 4I
_ 1 QUANTITIES FOR ONE 16�� PRESTRESSED PILE SHOWN. FOR BURNED IN OAN OPPOSITE PAIRS
IOF STRANDS, BUR INDICATED IN OPPOSITE IN THE CPAIRSAL TANDN
LJ LJ LJ
N �ti ti i CONCRETE PILE WT. ONE POINT PICK-UP TWO POINT PICK-UP SYMMETRICALLY ABOUT BOTH THE VERTICAL AND HORIZONTAL AXES.
- _ STRANDS 1-1 SHALL BE BURNED BEFORE 2-2, ETC. NOT MORE THAN 4
_ - B PRESTRESS B LENGTH CU. YDS. TONS 0.300L 0.700L 0.207L 0.586L STRANDS, SAY 3-3 AND 4-4, MAY BE BURNED AT ANY ONE SECTION BEFORE
- u 5 TURNS AT 1" PITCH STRAND THESE SAME PAIRS OF STRANDS ARE BURNED AT BOTH ENDS OF THE
- 1 25'-0" 1.63 3.31 7'-6" 17'-6" 5'-2" 14'-8" BED AND BETWEEN EACH PAIR OF PILES IN THE BED.
- I-I
AND
_ _ W 30,-0„ L96 3.97 9,-O„ 21,_0„ 6'-21/2" 17,-7„
- BUILD-UP AND OPTIONAL BUILD -UP 35'-O" 2.29 4.63 1O'-6" 24'-6" 7'-3" 20'-6" PATCHING OPOSED DATERIALEVICES FOR SHALL FBEN DETAILED G RINE SHOP SS EDRAWINGS.
- - Q 0_ SPIRAL REINFORCING WITH DOWELS 40'-0" 2.61 5.29 12'-0" 28'-0" 8'-31/2" 23'-5" AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL
BE REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
_ - z 45'-0" 2.94 5.95 13'-6" 31'-6" 9'-4" 26'-4"
Iz 1 WHERE CAST-IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP
- _ 1 Q 16" 50'-0" 3.27 6.61 15'-0" 35'-0" 10'-4" 29'-4" POINTS ARE TO BE INDICATED WITH A 2" WIDE BLACK MARK.
v) PRESTRESS STRAND (TYP.) I ,
- Lc) -0 3.59 7.28 16 -6 38 -6 11 -4/2 32 -3
- c - 1 DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER,
z 60/-0" 3.92 7.94 12'-5" 35'-2" WHEREBY THE HEAD OF THE PILE IS NOT DAMAGED.
- 1-
_ - 11:::::::11
65'-O" 4.25 8.60 13'-51/2" 38'-1" DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED
- (D2" CL. 70'-0" 4.57 9.26 14'-6" 41'-0" UNTIL THE CONCRETE HAS REACHED A COMPRESSIVE STRENGTH OF
2 CL. 11::::::::11
TYP. 15,000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
V O TYP. 75 -0 4.90 9.92 15 -6/2 43 -11 SINCE CASTING OF THE BUILD-UP.
, 1 � 80'-0" 5.23 10.58 16'-7" 46'-10" DOWEL I \ STALLATION FOR OPTIONAL BUILD - UP
. 11. 11/2" 0 FIELD DRILLED GROUT COMPRESSIVE STRENGTH f'c= 5,000 PSI
HOLE (TYP.) W/ 48 DOWEL. -IN I\F- -
ELEVATION BEFORE DRILLING DOWEL HOLES, REMOVE THE UPPER 3" OF CONCRETE FROM
SECTION "B-B" THE TOP OF THE PILE WITHOUT DAMAGE TO THE REINFORCING STEEL. THE
1 - , REMOVAL PLANE SHOULD BE NORMAL TO THE EDGE OF THE PILE.
(AT THE CONTRACTOR'S OPTION, PILE BUILD-UP MAY BE CONSTRUCTED WITH DOWELS.) DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN I/2" CLEAR TO ALL
16" EXISTING PRESTRESSING STRANDS IN THE CONCRETE PILE.
1" 8 PRESTRESS 8-46 BARS FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS
TYP. ..[.
STRANDS BEFORE GROUTING OF DOWELS. DOWEL BARS SHALL BE INSTALLED AND
GROUTED WITH AN APPROVED NON-SHRINK GROUT.
1 1 0
• 4 3 THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN
2
WIRE WHICH SHALL BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO
MAINTAIN PITCH.
Lo
2
• 3
, 107- ---iii 3 THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE
2" CL. • 3 4
2" CL. PILE SHALL BE SPLICED BY OVERLAPPING A MIN. OF ONE TURN.
TYP. • / TYP. 1 17BPo2 . Ro86
PROJECT NO.
W4.0 COLD DRAWN STEEL WIRE SPIRAL TYPICAL PATTERN o
BEAUFORT COUNTY
TYPICAL SECTION SECTION "A-A" FOR BURNING STRANDS I
V2 " OR Oo6" 0 GRADE 270 L0R0 PRESTRESS STRANDS HP 8 x X 35 STATION : 17 + 36000 - L -
16"
1„ ELEVATION
► 8 PRESTRESS 8-46 BARS
TYP. STRANDS STATE OF NORTH CAROLINA
/
';edby. DEPARTMENT OF TRANSPORTATION
• • • 3 • E S '�, RALEIGH
W4.0 COLD DRAWN ? Q�°c °f gVZA18488 .
2" CL. HP 8 x 36 •1 , STEEL WIRE SPIRAL = SEAL E STANDARD
• • (-o TYP. 2 • • 2 OR W 8 X 35 j _
PRESTRESSING 4/22/2019 =
2" CL c STRANDS 91, F �EE„`., �Q'.
• • • F 16 PRESTRESSED
TYP. • • 44• • •3 s ,J. B
• / / y
1 CONCRETE PILE
A SECTION B-B
W4.0 COLD DRAWN STEEL WIRE SPIRAL TYPICAL PATTERN PILE TIP DETAILS
TYPICAL SECTION SECTION "A-A" FOR BURNING STRANDS INT.4 HNTB NORTH CAROLINA, P.C.
ASSEMBLED BY : M. WRIGHT DATE : 4/19 FOR 16" SQUARE PRESTRESSED CONCRETE PILE NC License No. C-1554 REVISIONS SHEET NO.
CHECKED BY e J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 5-18
REV. 10/I/II MAA/GM V2 " OR 06" 0 GRADE 270 L0R0 PRESTRESS STRANDS - NO. BY DATE NO. BY DATE
DRAWN BY RH 9/98DRAWN BY M. WRIGHT DATE 4�19 TOTAL
CHECKED BY LES 10/98 REV. 12/14 MAA/TMG DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB DATE 4/19 DWG. NO. 18 SHEETS
REV. 12/17 MAA/THC UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . NO . PCP2

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
11'-0" 11'-0"
NOTES
FOR BERM WIDTH DIMENSIONS, SEE GENERAL DRAWING.
'•
•• A A CO
• •�i •�•
r�
00
ti •: ° O �
' °••° 11/2:1 •
4 ' 11/2°1 Wro 47 J•. o � �,o H � � H _ � �
SHOULDER LINE ; EL. 3.93 EL. 3.56 SHOULDER LINE
1 ` J I
I I
H- LO I N
1 1 1
07 I p�
1
-► ` 1'-0" MIN. EARTH BERM 1'-O" MIN. EARTH BERM
C BRIDGE AND /
NORMAL TO CAP NORMAL TO CAP
ROADWAY FRONT FRONT C BRIDGE AND
SLOPE LINE § SLOPE LINE ROADWAY
1 1
•
v • §
1 1
6) I 1 6)
I .
I � EL. 3.93 S � 1
EL. 3.56
SHOULDER LINE 1 H i H ]
SHOULDER LINE
1 t Gov 1/ °10 1 01 � I
� Y /
Q:),()0
. % , cv
vz).
ESTIMATED QUANTITIES
RR •• •.
§<X) •�• •�• •.: BRIDGE RIP RAP
STA. 17+36.00 -L- CLASS II GEOTEXTILE
(2'-0" THICK) FORRDRAINAGE
RAI
TONS SQUARE YARDS
11'-0" 11'-0"
'' ' END BENT 1 125 140
END BENT 2 115 130
END BENT 1 END BENT 2
1'-7" MIN. BERM
1'-7" MIN. BERM NORMAL TO CAP
SHOULDER LINE NORMAL TO CAP
o 11 END BENT 1 EL. 3.93
I _ END BENT 2 EL. 3.56
1 �_ END BENT 1 EL. 3.93 i Pi
P •�� SLOPE 11/2°1
1 1 END BENT 2 EL. 3.56 1--;--;-
•
SLOPE 11/201 'ti 17BPo2 . Ro86
—t——TT .��• PROJECT NO.
4!.
2 -O •i• •�� GROUND LINE
I I • •
•
BEAUFORT
•'� GROUND LINE 1'-0" MIN. EARTH BERM COUNTY
2 0 NORMAL TO CAP ••� H STATION : 17 + 36 . 00 — L —
•_ , .. c,/6
1.
(O v
1'-O" MIN° EARTH BERM •• •r �rn GEOTEXTILE
NORMAL TO CAP GEOTEXTILE
C SECTION
STATE OF NORTH CAROLINA
SECTION H— H
°"°��� °°*'�°edbY: DEPARTMENT OF TRANSPORTATION
BERM RIP RAPPED os,,\.\ s�o-,,, �:.� e RALEIGH
of Z Q� 1114V 2AT9488..
SEAL = E
7 = 22997
- 4/22/2019 =
oz, STANDARD
,;'/9��5S
J. B rs:1/4 ,,,°
'' RIP RAP DETAILS
ASSEMBLED BY M. WRIGHT DATE 4/19
C•INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-1554 REVISIONS SHEET NO.
CHECKED BY : J. BARCOMB DATE : 4/19 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE S-19
REV. 10/1/II MAA/GM DRAWN BY M. WRIGHT DATE 4/19 TOTAL
DRAWN BY e REK I/84 REV. 12/21/II MAA/GM DOCUMENT NOT CONSIDERED FINAL CHECKED BY J. BARCOMB 4/19 3 SHEETS
CHECKED BY RDU 1/84 DATE DWG. N0. 19
REV. 12/17 MAA/THC UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD . NO . RR1

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
NOTES BILL OF MATERIAL Am
°O v FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4" Q1 DRAINAGE PIPE, APPROACH SLAB AT EB #1
�' N AND SELECT MATERIAL BACKFILL, SEE ROADWAY PLANS. BAR NO. SIZE TYPE LENGTH WEIGHT
1 1 1 * Al 26 *4 STR 16'-11" _ 294
f GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD
/ / — o A2 26 #4 STR 16'-9" 291
SPECIFICATIONS SECTION 1056. -
N � �
M ~ SELECT MATERIAL BACKFILL (CLASS V OR CLASS VI) SHALL BE IN g1 64 #5 STR 11'-2" 745
_ _ ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016.
B2 64 46 STR 11'-8" 1121
SELECT MATERIAL BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF
BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB.
REINFORCING STEEL LBS. 1412
FOR THE 4" 0 DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD DRAWINGS. * EPDXY COATED
6" BEVEL 6" BEVEL REINFORCING STEEL LBS. 1039
AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO
12'-0" 12'-0" DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL
• BE PAVED. SEE ROADWAY PLANS. CLASS AA CONCRETE C. Y. 18.4
m 1'-3" 11-#4A1 C� 1'-0" CTS. 9" 9" 11-44A1 Cad 1'-0" CTS, 1'-3" APPROACH SLAB GROOVING IS NOT REQUIRED. APPROACH SLAB AT EB 42
(TOP OF SLAB) (2 BAR RUN) i (TOP OF SLAB) (2 BAR RUN) BAR NO. SIZE TYPE LENGTH WEIGHT
1
m 1'-3"_ 11-44A2 (� 1'-0" CTS, ! 9" 9" 11-#4A2 C� 1'-0" CTS. 1.- 1'-3" m ' , * Al 26 *4 STR 16'-11" 294
m a (BOTTOM OF SLAB) (2 BAR RUN) (BOTTOM OF SLAB) (2 BAR RUN) I oo a BRIDGE DECK �P 0Q�' A2 26 44 STR 16'-9" 291
a cn a cn O 4'
(n LL
a LL BEGIN N END I� �� � B1 64 45 STR 11'-2" 745
Q o APPROACH SLAB 3„ 3� �-i APPROACH SLAB o ��� GR�p� B2 64 *6 STR 11'-8" 1121
�, 0_ 1_ ill -\13
CC ~ m -L ~ m LZN� REINFORCING STEEL LBS. 1412
N w i 1- (A Ow 1- IIIv F\-'3 * EPDXY COATED
Iv) J �, 1_ �, CAP FLOW LINE ONLY WITH REINFORCING STEEL LBS. 1039
u L c� c.� 2K EROSION RESISTANT MATERIAL
o @ `O 3" 3" @ `O BACKFILL EXCAVATION HOLE CLASS AA CONCRETE C. Y. 18.4
'� m @ 90°-00'-00" 90° 00' 00" m @ AND GRADE TO DRAIN
oM m N (TYP.) (TYP.) m N
# m 9" 9 # m NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
�o — - -A— � -' I �o
'Kr # v # AFTER THE BACKFILLING OF THE END BENT EXCAVATION,
w I cO I GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE
0 o EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING
OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION
4441 OR 44A1 OR 1
;' AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE.
` -� #442 #4A2
THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE
1M MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB.
FILL FACE @ FILL FACE (0 TEMPORARY DRAINAGE DETAIL
END BENT #1 END BENT 42
44A2 1 0 #4A2 R4-1
(BOTT. OF j c (BOTT. OF CLASS "B" STONE ELBOW
SLAB) SLAB)# FOR EROSION CONTROL � � TEMPORARY
DRAIN
4A1 #4A1 DRAIN
(TOP OF (TOP OF TEMP. SLOPE DRAIN ------4- 4'-0"
SLAB) 1 1+ N SLAB) 2'-0"MIN. 1'-0" ELBOW
�►
MIN. FUTURE
/ „
EARTH
V DITCH SHOULDER TOE OF FILL
f t BLOCK
1 1
vI NI 1 1 CLASS "B" STONE
APPROACH
FOR EROSION CONTROL
SLAB / / / o' z= SECTION R—R
PLAN C� END BENT # 1 PLAN Cad END BENT # 2 0 oN� N 3" EROSION RESISTANT
DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS • P�� E N� `O MATERIAL OVER PIPE
R P P
Z H ��� Z S R� �� N` 12 MIN. I EARTH DITCH BLOCK
7 FLOW LINE �,�
END OF /////A EROSION RESISTANT MATERIAL
APPROACH
SLAB i 11. 1'-6" MIN.
SPLICE LENGTHS NOTE: IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB,
BAR EPDXY THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE
SIZE COATED UNCOATED DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN, THE 4'-0" MIN.
#4 2'-O" 1'-9" EROSION RESISTANT MATERIAL SHALL BE EITHER 1) ASPHALT FILL SLOPE
PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2" DEPTH, 2) EROSION CONTROL
#5 2'-6" 2"-2" MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER.
THE SLOPE DRAIN SHALL CONSIST OF A NON-PERFORATED SECTION S—S
#6 3'-10" 2'-7" TEMPORARY DRAINAGE PIPE, 12 INCHES IN DIAMETER.
51/4" CONTINUOUS PLAN VIEW
PROPOSED HIGH CHAIR UPPER (CHCU)
ASPHALT CO3'-O" CTS. ACROSS SLAB TEMPORARY BERM AND SLOPE DRAIN DETAILS
PAVEMENT
//I-
6" CV H #5B1 #4A1 (TO BE USED WHEN SHOULDER BERM GUTTER IS REQUIRED)
N N N N N N21N N N N N N N N
•
N
' t PROJECT NO.
,�, `V \7\CORED
i i :::,
SLAB/ z BEAUFORT/� COUNTY
I •• \ ./ \. t
ROADWAY - #442 t2 : 1 SLOPE
STATION : 17 + 36000 — L —
• 1
46B2 11/2" BACKER ROD 8
/ )) MATERIAL SELECT
2 LAYERS O1F 30 LB.
APPROVED WIRE BAR APPROXIMATE HZI
SUPPORTS ( 3'-0" CTS. 1: 1 SLOPE (CLASS V PREROOFINGVENT
BOND FELT TO N Z
(TO BE DETERMINED OR CLASS VI) v
BY THE CONTRACTOR) / z i,,,////�������� STATE OF NORTH CAROLINA
t GEOTEXTILE H
NORMAL TO END BENT 4" 0 PERFORATED— ° ° / ``,` DEPARTMENT OF TRANSPORTATION
o Q ,�`OFE I�$ py RALEIGH
SCHEDULE 4 0 °e8S�°% =r
e� '�jrl T®LA29488
PVC PIPE o� 'T,o=o = SEAL C = = STANDARD
SECTION N-N -. ; 229970 4/22/2019 = BRIDGE APPROACH SLAB
=
F"�.c_ck_ .,,- :,` FOR PRESTRESSED CONCRETE
3,_0„ - 'IFS, -� ",.�G
-• CURB DETAILS BP,,,,°°
CORED SLAB UNIT
( SU3 - REGIONAL TIER )
90 ° SKEW
ASSEMBLED BY M. WRIGHT DATE 4/19 C•INTB HNTB NORTH CAROLINA, P.C.
NC License No. C-I554
1554 REVISIONS SHEET NO.
CHECKED BY J. BARCOMB DATE 4/19 SECTION T H R U SLAB 343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609 NO. BY DATE NO. BY DATE 5-20
DRAWN BY : SHS/MAA 5-09 (TYPE II - MODIFIED APPROACH FILL) DRAWNBY J.
WRIGHT DATE 4/19 / 3 TOTAL
CHECKED BY BCH 5-09 REV. 12-17 MAA/THC DOCUMENT NOT CONSIDERED FINAL CHECKED
BY BARCOMB DATE 4/19 DWG. NO. 20 SHEETS
UNLESS ALL SIGNATURES COMPLETED DESIGN ENGINEER OF RECORD J. BARCOMB DATE 4/19 2 4 20
STD. NO. BAS_33_90S

DocuSign Envelope ID: E0320412-05FA-4DF1-9085-D274DF052AE7
STA \ DARD NOTES
DESIG \ DATA . ALLOWA \ CE FOP DEAD LOAD DEFLECTIO \ 9 SETTLEVE\ T9 HA \ DAILS A \ D POSTS .
SPECIFICATIONS A.A.S.H.T.O. (CURRENT) E T C o I \ C A S T I \ G S U P E S T U C T U P E S o METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN
LIVE LOAD SEE PLANS BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS. ON PLANS. THE METAL RAIL AND TOPS OF CONCRETE POSTS USED WITH THE ALUMINUM
SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE. RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB.
IMPACT ALLOWANCE SEE A.A.S.H.T.O. ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
STRESS IN EXTREME FIBER OF DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE.
STRUCTURAL STEEL - AASHTO M270 GRADE 36 - - 20,000 LBS. PER SQ. IN. ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE
GIRDER BRIDGES, ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL
+ - AASHTO M270 GRADE 50W - - 27,000 LBS. PER SQ. IN. FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON-UNIFORM COLORING WILL
UP TO THE SLAB, THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED NOT BE ACCEPTED. CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
- AASHTO M270 GRADE 50 - - 27,000 LBS. PER SQ. IN. BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE
ORDINATE, AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH SPECIAL \ 0 T E S
REINFORCING STEEL IN TENSION - GRADE 60 - - - 24,000 LBS. PER SQ. IN. BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED
TO COMPENSATE FOR DEAD LOAD DEFLECTION, VERTICAL CURVE ORDINATE, AND
CONCRETE IN COMPRESSION 1,200 LBS. PER SQ. IN. ACTUAL BEAM CAMBER. GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
CONCRETE IN SHEAR SEE A.A.S.H.T.O. IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS, AN OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK, SPECIFICATIONS ARTICLE 105-4.
STRUCTURAL TIMBER - TREATED OR UNTREATED AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE
EXTREME FIBER STRESS - - - 1,800 LBS. PER SQ. IN. ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK, THE FINISHED STRUCTURES
SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND
COMPRESSION PERPENDICULAR TO GRAIN CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.
OF TIMBER 375 LBS. PER SQ. IN.
DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
EQUIVALENT FLUID PRESSURE OF EARTH 30 LBS. PER CU. FT. AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL
(MINIMUM) BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE
FALSEWORK OR FORMS IS STARTED.
VATEPIAL A \ D WOKVA \ SHIP .
EI \ FOCI \ G STEEL .
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
THE 2018 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
N. C. DEPARTMENT OF TRANSPORTATION. IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT
TO OUT AS INDICATED ON PLANS.
STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL
BE HOT ROLLED. WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS
C O \ C R E T Eo LINES, THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL
BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.
UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE SHALL BE
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT: STRUCTURAL STEEL
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
ABUTMENT BACKWALLS, AND APPROACH SLABS: AND CLASS B CONCRETE SHALL AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7/8" 0 SHEAR STUDS FOR THE
BE USED FOR SLOPE PROTECTION AND RIP RAP. 3/4" 0 STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
THE RATE OF 3 - 7/8" o STUDS FOR 4 - 3/4" 0 STUDS, AND STUD SPACING CHANGES
C O \ C R E T E C H A V F E S o SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8" 0 STUDS
ALONG THE BEAM AS SHOWN FOR /4 0 STUDS BASED ON THE RATIO OF 3 - /8 Qs
STUDS FOR 4 - 3/4" 05 STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-0".
STRUCTURES SHALL BE CHAMFERED 3/4" WITH THE FOLLOWING EXCEPTIONS:
TOP CORNERS OF CURBS MAY BE ROUNDED TO 11/2" RADIUS WHICH IS BUILT EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
INTO CURB FORMS: CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION,
SHALL BE ROUNDED WITH A 1/4" FINISHING TOOL UNLESS OTHERWISE REQUIRED SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
ON PLANS: AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/6" IN THICKNESS AND
AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A 1/4" RADIUS DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2" OR A THICKNESS
WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS. EQUAL TO 2 TIMES THE FLANGE THICKNESS. THE SIZE OF FILLET WELDS SHALL CONFORM
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS " BRIDGE WELDING CODE".
DOWELS . ELECTROSLAG WELDING WILL NOT BE PERMITTED.
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1/16INCH OR
PLACE WITH 1:2 CEMENT MORTAR. EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,
OR METALLIZING.
E \ GLISH
JANUARY9 1990
REV. 6-16-95 EEM (4) RGW REV. 5-7-03 RWW (4) JTE REV. 10-1-11 MAA (s/) GM STD . N 0 o S N
REV. 8-16-99 RWW (4) LES REV. 5-1-06 TLA (4) GM REV. 12-17 MAA (4) THC