20201981 Ver 1_Meeting Request Review Doc Attachment_20201217

DocuSign Envelope ID:5D2FE66C-2129-4745-AB2E-3CD95FOFFBA9
Pc � nSHEET TOT A]L �41 dI .��� ®1�I 1 ��il/ OF' IIS' 1.& d 1�q I ( ' .v,�t Il� 0 I .�k
STATE STATE V F PROJECT Il REFERENCE NO. N® TOTA S
� SR 1547 ,
03
N.C. 17BP. 7 . R.122 N 17BP.7.R.122 �� s� �a , IHIiH < <' •I�� I I CC•••••••� I ( \ .� S STATE PROD.NO. F.A.PROD.NO. DESCRIPTION
N PROJECT 46060.1.1 B-5346 BRZ-152910 P.E.
Pliftal LIMITS - �,�, ,--, ( ) BRZ-1529(10)
• SR16 � \ 46060.2.1 (B-5346) BRZ-1529(10) R1W & UTILITIES
SR 1638 17BP.7.R.122 CONST.
/24 87 �- i � SR 1665 �'
_,- _,,/ r- ALAMANCE COUNTY
� SR 1666 r
m • /I,�`,`i,/ I SR 1514 ('-, .
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ry
- c SR!1645 °
V; w �, LOCATION: BRIDGE No. 3 OVER DRY CREEK ON
IS ("N�! 650 \ / SR 1529 (DURHAM STREET EXTENSION)
SR
TYPE OF WORK: GRADING, DRAINAGE, PAVING, AND STRUCTURE
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Glen Raven
SR 1640
Ob SR 1507
S I 100
INO VICINITY MAP
DETOUR ROUTE • • • •
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DETOUR ROUTE INTERSECTION IMPROVEMENT DETAIL 16
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END PROJECT I7BP.7•RJ22 oli
I ,5 y
—L— POT Sta. /5+35.00
BEGIN CONSTRUCTION
—L— POT Sta. 10+83.00 = BEGIN BRIDGE
-L- Sta. 13+66.88
a END BRIDGE
-L- Sta. 14+39.13
-LI- ; 7 -L
SR 1529
(DURHAM ST EXTENSION) SR 1529
/ _ DURHAM STREET EXTENSION
r/. TO
TO A/ Mr BURLINGTON
- - � HWY 87 - - -
/ 7,
/ \ \ —WLg, 7 \ kss
1
END APPROACH SLAB I W ,\
1 BEGIN APPROACH SLAB�� -L- Sta. 13+56.00 -L- Sta. 14+50.00 Q \ \
/ J AL
2 0
,�l � V BEGIN PROJECT /7BP.7•RJ22 � � � , �
p'k j/ ' —L— POT Sta. /2+45.00 ; �° o
� /
S/ J7 END CONSTRUCTION
/ END CONSTRUCTION y 1, —L— POT Sta. /7+86.00
/ —Y2— POT Sta. 11+20.00 1ST
Ns _Is �s J
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I 1
. • THIS PROJECT WAS FORMERLY KNOWN AS B-5346 UDOCUMENT NOT CONSIDERED FINAL
NLESS ALL SIGNATURES COMPLETED
& [14 I
-( cp) DESIGN DATA PROJECT LENGTH Prepared in the Office of Mott MacDonald for ROADWAY DESIGN ENGINEER PLANS PREPARED BY:
DIVISION 7 CAR �, M Po Box 700
T ADT 2017 = 2 682 NORTH CAROLINA DEPARTMENT OF TRANSPORTATION �,���oFES S 1C,y�9 Fuquay Varina, NC 27526
N
r0- axT C •
9 ADT 2035 = 3500 2018 STANDARD SPECIFICATIONS SEAL •9� •• MOTT [phone] (Fax)
� K = 12 % �DocuSignl �.... e I NEB% ..*--�9/11/2019
21102O MACDONALD www.mottmac.com
LENGTH ROADWAY TIP PROJECT = 0.041 MILES TIM JORDAN, PE J►A,W,t-S Ii,,k, i „ AP.%.
m �' D = 65 % LETTING DATE: PROJECT ENGINEER —N URE: 44e,...n......,.` P.E. LICENSE NO.F-0669
SIGNATURE:
� o T = 4 % * LENGTH STRUCTURE TIP PROJECT = 0.014 MILES HYDRAULICS ENGINEER
�~ V = 50 MPH TOTAL LENGTH TIP PROJECT = 0.055 MILES JOSHUA G. DALTON %C SUNGATE DESIGN GROUP, P.A.
, �N CAROB ,�
� ,�� HYDRAULICS ENGINEER : °�•• •S S /�'9 �:
905 JONES FRANKLIN ROAD
> UCI) '� Qo4 * TTST = 1% DUAL = 3% ` i<i Nle RALEIGH,NORTH CAROLINA 27606
Q�LSD of TRp'�S F U NC CLASS = RURAL 26971 • 1. ENG FIRM L CENSE No.C-890
o— NCDOT CONTACT: DocuSigne&y4.14.
' * •'
� LOCALTIMPOWERS, PE • ��;•� 9/11/2019
N 0 LO PROGRAMN BRIDGE MANAGER Fjo.La r'I NE P�,`0,,•N/� 1nngeDsciaA4ara a,uu,„,, P.E. LICENSE NO. C-890
�/o SUB—REGIONAL TIER SIGNATURE: ,G. D

DocuSign Envelope ID:5D2FE66C-2129-4745-AB2E-3CD95FOFFBA9
PROJECT REFERENCE SHEET NO.
17BP.7.R.122 — ALAMANCE 3 lA
ROADWAY DESIGN
GENERAL NOTES INDEX OF SHEETS ENGINEER
so•�.\H CARO1
SHEET NUMBER DESCRIPTION °.•��Ess/��••9
GENERAL NOTES: 2018 SPECIFICATIONS = : SEAL !•t
i ned
EFFECTIVE: 01-16-2018 1 TITLE SHEET Docu$; g:1102
lA INDEX OF SHEETS, GENERAL NOTES, AND LIST OF STANDARD DRAWINGS )6 ` 1•::4.
; `'
GRADE LINE: 1 B CONVENTIONAL SYMBOLS MOTT MACDONALD,I& E,LLC
GRADING AND SURFACING: LICENSE NO.F-0669
1C-1 SURVEY CONTROL SHEET DOCUMENT NOT CONSIDERED FINAL
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED UNLESS ALL SIGNATURES COMPLETED
SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. GRADE LINES MAY BE 2A-1 PAVEMENT SCHEDULE AND TYPICAL SECTIONS Prepared in the M
Office of: IYI M ADJUSTED AT THEIR BEGINNING AND ENDING AND AT STRUCTURES AS DIRECTED BY THE 2C-1 THRU 2C-2 GUARDRAIL INSTALLATION DETAILS MOTT M PO Box
Vi 700a,NC 27526
ENGINEER IN ORDER TO SECURE A PROPER TIE—IN. MACDONALD www.mottmac.com
2C-3 THRU 2C-4 GUARDRAIL ANCHOR UNITS DETAILS
CLEARING: 3B-1 GUARDRAIL, EARTHWORK, AND SHOULDER BERM GUTTER SUMMARY
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY 3D-1 DRAINAGE SUMMARY
METHOD II. 4 THRU 5 PLAN SHEETS
SUPERELEVATION: 6 PROFILE SHEET
ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH TMP-1 THRU TMP-4 TRANSPORTATION MANAGEMENT PLANS
STD. NO. 225.04 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS. PMP-1 PAVEMENT MARKING PLANS
SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL
SECTIONS. EC-1 THRU EC-6 EROSION CONTROL PLANS
RF-1 REFORESTATION DETAIL
SHOULDER CONSTRUCTION:
UO-01 THRU U0-02 UTILITIES BY OTHERS PLAN
ASPHALT, EARTH, AND CONCRETE SHOULDER CONSTRUCTION ON THE HIGH SIDE OF X-1 THRU X-6 CROSS—SECTIONS
SUPERELEVATED CURVES SHALL BE IN ACCORDANCE WITH STD. NO. 560.01
S-1 THRU S-18 STRUCTURE PLANS
DRIVEWAYS:
SN STRUCTURE NOTES
DRIVEWAYS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD. 848.02
USING 3 FOOT RADII OR RADII AS SHOWN ON THE PLANS. LOCATIONS OF DRIVES
WILL BE AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER.
GUARDRAIL: LIST OF ROADWAY STANDARD DRAWINGS
THE GUARDRAIL LOCATIONS SHOWN ON THE PLANS MAY BE ADJUSTED DURING
CONSTRUCTION AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHOULD CONSULT EFF. 01-16-2018
WITH THE ENGINEER PRIOR TO ORDERING GUARDRAIL MATERIAL.
2018 ROADWAY ENGLISH STANDARD DRAWINGS
SUBSURFACE PLANS:
The following Roadway Standards as appear in "Roadway Standard Drawings" Highway Design Branch —
NO SUBSURFACE PLANS ARE AVAILABLE ON THIS PROJECT. THE CONTRACTOR SHOULD N. C. Department of Transportation — Raleigh, N. C., Dated January, 2018 are applicable to this project
MAKE HIS OWN INVESTIGATION AS TO THE SUBSURFACE CONDITIONS. and by reference hereby are considered a part of these plans:
END BENTS: STD.NO. TITLE
DIVISION 2 — EARTHWORK
THE ENGINEER SHALL CHECK THE STRUCTURE END BENT PLANS, DETAILS, AND CROSS— 200.02 Method of Clearing — Method II
SECTION PRIOR TO SETTING OF THE SLOPE STAKES FOR THE EMBANKMENT OR EXCAVATION 225.02 Guide for Grading Subgrade — Secondary and Local
APPROACHING A BRIDGE. 225.04 Method of Obtaining Superelevation — Two Lane Pavement
UTILITIES: DIVISION 3 — PIPE CULVERTS
300.01 Method of Pipe Installation
UTILITY OWNERS ON THIS PROJECT ARE AT&T, CHARTER/SPECTRUM, CITY OF BURLINGTON, 310.10 Driveway Pipe Construction
DUKE ENERGY AND CENTRYLINK.
DIVISION 4 — MAJOR STRUCTURES
ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS. 422.02 Type II Modified Approach Fills
DIVISION 5 — SUBGRADE, BASES AND SHOULDERS
560.01 Method of Shoulder Construction — High Side of Superelevated Curve — Method
DIVISION 8 — INCIDENTALS
840.00 Concrete Base Pad for Drainage Structures
840.25 Anchorage for Frames — Brick or Concrete or Precast
840.29 Frames and Narrow Slot Flat Grates
840.35 Traffic Bearing Grated Drop Inlet — for Cast Iron Double Frame and Grates
840.46 Traffic Bearing Precast Drainage Structure
840.66 Drainage Structure Steps
846.01 Concrete Curb, Gutter and Curb & Gutter
846.04 Drop Inlet Installation in Shoulder Berm Gutter
862.01 Guardrail Placement
862.02 Guardrail Installation
876.01 Rip Rap in Channels
876.02 Guide for Rip Rap at Pipe Outlets
876.04 Drainage Ditches with Class 'B' Rip Rap
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C9 PROJECT REFERENCE NO. SHEET NO.
N STATE' ` J� . �• �• I TH O I L1[N ]� 9 I\IBI4O � �.'�I I 1 I( 1H OS 17BP.7.R122 - ALAMANCE 3 1B
N
CONVENTIONAL PLAN SHEET SYMBOLS
BOUNDARIES AND PROPERTY: Note: Not to Scale *S. U.E. = Subsurface Utility Engineering WATER:
RAILROADS:
State Line ----- -----
10
Standard Gauge Hedge Water Manhole
County Line CSX TRANSPORTATION Water Meter
RR Signal Milepost MILEPOST 35 Woods Line
Township Line Water Valve O
Switch Orchard O O O O
City Line SWITCH Water Hydrant 0
RR Abandoned I I 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 L CONC Above Ground Water Line A/G Water
Secondary Horiz and Vert Control Point Bridge Wing Wall, Head Wall and End Wall CONC WW
Property Monument
Parcel/Sequence Number 0
Primary Horiz Control Point 0 MINOR: TV:
PrimaryHoriz and Vert Control Point ' Head and End Wall - / CONC HW \
Existing Fence LineTV Pedestal
Exist Permanent Easment Pin and CapPipe Culvert - TV Tower C
Proposed Woven Wire Fence New Permanent Easement Pin and Cap Footbridge >- U/G TV Cable Hand Hole H H
0
Proposed Chain Link Fence * _ _ _ _T�_
Vertical BenchmarkI
U/G TV Cable LOS B (S.U.E. )
Proposed Barbed Wire Fence O Drainage Box: Catch Basin, DI or JB CB
Right of WayMarkerU/G TV Cable LOS C (S.U.E.*) - —TV— -
Existing Existing Wetland Boundary - - - —WLB g A Paved Ditch Gutter * TV
ExistingRight of WayLine S U/G TV Cable LOS D (S.U.E. )
Proposed Wetland Boundary WLB g Storm Sewer Manhole O New Right of WayLineU/G Fiber Optic Cable LOS B (S.U.E.*) —TV Fo
ExistingEndangered Animal BoundaryEAB g 0 Storm Sewer
an gereU/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 ® fio
GAS:
Known Contamination Area: Soil s Existing Power Pole i
New Control of Access Line with Gas Valve 0
Potential Contamination Area: Soil O s Concrete C/A Marker CD €0 Proposed Power Pole 6
Known Contamination Area: Water - w Gas Meter
Existing Control of Access c - Existing Joint Use Pole i
U/G Gas Line LOS B (S.U.E. ) G
Potential Contamination Area: Water - O?O w New Control of Access c Proposed Joint Use Pole - U/G Gas Line LOS C (S.U.E.*) G
Contaminated Site: Known or Potential Power Manhole
Existing Easement Line - U/G Gas Line LOS D (S.U.E.*) G
BUILDINGS AND OTHER CULTURE: New Temporary Construction Easement E Power Line Tower O 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 0
s New Permanent Drainage Easement PDE U/G Power Cable Hand Hole SANITARY SEWER:
Well w H-Frame Pole •—• Sanitary Sewer Manhole OO
New Permanent Drainage / Utility Easement DUE Sanitary Sewer Cleanout O
Small Mine �" New Permanent Utility Easement PUE U/G Power Line LOS B (S.U.E.*)
Foundation U/G Power Line LOS C (S.U.E.*) U/G Sanitary Sewer Line SS
New Temporary Utility Easement TUE A/G Sanitary Sewer
Area Outline U/G Power Line LOS D (S.U.E.*) P Above Ground Sanitary Sewer
New Aerial Utility Easement AUE SS Forced Main Line LOS B (S.U.E.*) — -
Cemetery I
FSS
TELEPHONE:
SS Forced Main Line LOS C (S.U.E.*) FSS
Building ROADS AND RELATED FEATURES:
School
Existing Telephone Pole -0- SS Forced Main Line LOS D (S.U.E.*) FSS
� Existing Edge of Pavement
Church Proposed Telephone Pole �
�� Existing Curb Telephone Manhole © MISCELLANEOUS:
Dam Proposed Slope Stakes Cut T Utility Pole •
HYDROLOGY: Proposed
Telephone Pedestal
Proposed Slope Stakes Fill - Utility Pole with Base
Stream or Body of Water Telephone Cell Tower
Proposed Curb Ramp CR UtilityLocated Object o
Hydro, Pool or Reservoir T T - U/G Telephone Cable Hand Hole HH
Existing Metal Guardrail U/G Telephone Cable LOS B (S.U.E.*) T Utility Traffic Signal Box s
Jurisdictional Stream Js Proposed Guardrail T T T T
p Utility Unknown U/G Line LOS B (S.U.E.*) ?UTL
Buffer Zone 1 BZ 1 U/G Telephone Cable LOS C (S.U.E.*)
o H n
Existing Cable Guiderail U/G Tank; Water, Gas, Oil
Buffer Zone 2 BZ 2 n u u u U/G Telephone Cable LOS D (S.U.E.*) I
Proposed Cable Guiderail Underground Storage Tank' Approx. Loc. r UST
Flow Arrow U/G Telephone Conduit LOS B (S.U.E.*) T
Equality Symbol A/G Tank; Water, Gas Oil
Disappearing Stream > U/G Telephone Conduit LOS C (S.U.E.*) '
Pavement Removal Geoenvironmental Boring
Spring 0�_ �_ U/G Telephone Conduit LOS D (S.U.E.*)
VEGETATION: U/G Test Hole LOS A (S.U.E.*)
Wetland U/G Fiber Optics Cable LOS B (S.U.E.*) T F
Single Tree 3 Abandoned According to Utility Records AATUR
Proposed Lateral, Tail, Head Ditch > > > > U/G Fiber Optics Cable LOS C (S.U.E.*) I F
" " Single Shrub 4 End of Information E.O.I.
False Sump <I> U/G Fiber Optics Cable LOS D (S.U.E.*) 1

PROJECT REFERENCE NO. SHEET NO.
0
N 17BP.7.R.122 - ALAMANCE 3 1C-1
J7BP. 7.R.122 SURVEY CONTROL SHEET
Location and Surveys
N
BEGIN PROJECT 17BP. 7.R.122 END PROJECT 17BP. 7.R.122
e
-L- POT STA. 12 + 45.00 3 5// -L- POT STA. 15 + 35.00
�P a
mac',5� >
Q0 NCDOT BASELINE E NCDOT 3ASELINE
v` STATION "B5356 2" I \CDC BA\ 2 \
N = 866895.8750 w S A ION "BL-3" STATION "BL-4"
N = 86604804350
E = 1858995.7020 E \ = 866670.9222 E = 1859790.3589
;7 /c.3 ''
- = 859 9509867 TO BURLINGTON
TO HWY 87 �� C7 ,
SR 1529 DURHAM STREET EXTENSION SR 1529 DURHAM STREET EXTENSION
7
/‘
W \ Z /
/
� /
= 3 BM2
CqI O ELEV = 610.20
o
N W
n
J
L IX H
TYPE STATION NORTH EAST BMI - L - NEW PRELIMINARY R/W VONUMENTS
ce
PC 10 . 00. 00 866996 . 1634 1858865 . 7946 ELEV = 576.85 N
ALIGN STATIO\ OFFSET NORTH EAST
L 12 , 65 . 00 30 . 00 866783. 81547 1859026. 68208
PT 11 . 95. 93 866854 . 7463 1859001 . 3990 L 12 . 65 . 00 40 . 00 866776. 98321 1859019. 38002
POT 17 . 86. 00 866423 . 8744 1859404 . 5499 L 13 , 60 . 00 - 60 . 00 866775. 93631 1859157. 30719
- L - \EW PREL I M I \ARY PERVA\E\T UTILITY EASEMENTS L 13 - 60 . 00 65 . 00 866690. 53295 1859066. 03142
AL I G\ STAT I O\ OFFSET \ORTH EAST L 13 . 60 . 00 - 30 . 00 866755. 43951 1859135. 40100
L 10 . 79. 00 56. 00 866900. 68944 1858880. 55895 L 13 � 60 . 00 40 . 00 866707. 61362 1859084 . 28658
L 10 . 79. 00 30. 00 866918. 72893 1858899. 28264 L 15 - 17 . 00 60 . 00 866661 . 29395 1859264 . 57381
L 10 . 83. 74 - 40. 00 866963. 86865 1858952. 99351 L 15 + 55 . 07 65 . 00 866548. 09470 1859199. 30563
L 10 . 85. 00 56. 00 866896. 39729 1858884 . 69116 L 15 . 74 . 00 29 . 96 866599. 14633 1859281 . 58050
L 10 , 85. 00 30. 00 866914 . 42273 1858903. 42838
L 1 1 . 73. 65 - 43 . 00 866900. 46400 1859017 . 46740 - Li - NEW P R E L I I N A R Y R/W 0\U`�E\T
L 12 , 23. 63 - 46. 00 866865. 95053 1859053. 91 154 ALIGN STAT I O\ OFFSET NORTH EAST
L 13 . 27. 00 - 50. 00 866793. 20085 1859127 . 45864 L1 10 � 43 . 00 30 . 00 867938. 76580 1857895. 13045
L 13 , 27. 00 - 56. 00 866797 . 30021 1859131 . 83988
L 13 32. 00 - 50. 00 866789. 54982 1859130. 87477 - Y2 - \E W P R E L I v I \ARY R/W v O\U M E\T
L 13 . 32. 00 - 56. 00 866793. 64918 1859135. 25601 ALIGN STAT I O\ OFFSET NORTH EAST
L 15 + 31 . 53 - 52. 00 866645. 21758 1859268. 66007 Y2 11 20 . 00 30 . 00 867904 . 21991 1857877 . 74050
L 15 . 63. 00 - 52 . 00 866622. 23865 1859290. 16060
L 15 , 63. 00 - 63 . 00 866629. 75415 1859298. 19287
L 15 . 68. 00 - 52. 00 866618. 58762 1859293. 57674 BASELINE DATA
L 15 , 68. 00 - 63. 00 866626. 10312 1859301 . 60900
L 17 . 86. 00 - 42. 00 866452. 57042 1859435. 21814
L 17 . 86. 00 - 30. 00 866444 . 37169 1859426. 45567 BL
POINT DESC. NORTH EAST ELEVATION L STATION OFFSET
1 85346- 1 867673. 9180 1858180. 1860 627. 49 OUTSIDE PROJECT LIMITS
2 B5356-2 866895. 8750 1858995. 7020 582. 50 11 .62. 11 24. 01 LT
3 8L -3 866670. 9222 1859195. 9867 579. 76 14,63. 11 16. 50 LT
NOTES 4 BL -4 866048. 4350 1859790. 3589 600. 66 OUTSIDE PROJECT LIMITS
1. THE CONTROL DATA FOR THIS PROJECT CAN BE FOUND ELECTRONICALLY BY SELECTING
PROJECT CONTROL DATA AT: D A T U vl D E S C R I PT I ON
HTTP✓/WWW.DOH.DOT.STATE.NC.US/PRECONSTR UCT/HIGHWAY/LOCATION/PROJECT/
THE LOCALIZED COORDINATE SYSTEM DEVELOPED FOR THIS PROJECT BENCHMARK DATA
THE FILES TO BE FOUND ARE AS FOLLOWS: I S BASED ON THE STATE PLANE COORDINATES ESTABLISHED BY
NCDOT FOR MONUMENT "B5356-2 "
b5346_ls_control.txt WITH NAD 83/NSRS 2007 STATE PLANE GRID COORDINATES OF BMix . . FXFX F F s , . . . . x . x . xx
ELEVATION = 576. 85
NORTHING: 866895. 8750( ft ) EASTING: 1858995. 7020( ft ) N 866622 E 1859050
SITE CALIBRATION INFORMATION HAS NOT BEEN PROVIDED FOR THIS PROJECT. IF FURTHER ELEVATION: 582. 50' ( f t ) BL STATION 18.68. 00 142 RIGHT
AVERAGE COMBINED GRID FACTOR USED ON THIS PROJECT R/R SPIKE IN BASE OF 20" BEECH TREE
THE
INFORMATION IS NEEDED, PLEASE CONTACT THE LOCATION AND SURVEYS UNIT. x x x . . . x . x . x x x . . , . . x . . , x , . , . . x - , x . x x x ,
( GROUND TO GRID ) IS: 0. 9999671664
THE N. C. LAMBERT GRID BEARING AND BM2 ELEVATION = 610. 20
Lc LOCALIZED HORIZONTAL GROUND DISTANCE FROM N 866001 E 1859740
INDICATES GEODETIC CONTROL MONUMENTS USED OR SET FOR HORIZONTAL PROJECT "B5356-2" TO -L- STATION 12+45. 00 IS BL STATION 27.88. 00 70 RIGHT
o
CONTROL BY THE NCDOT LOCATION AND SURVEYS UNIT. S 27° 00' 20" E 86. 38' R/R IN BASE OF 15" SWEET GUM TREE
EL
ALL LINEAR DIMENSIONS ARE LOCALIZED HORIZONTAL DISTANCES xxx . . . xx . xxxxx . . , . . x . x , x , . , x . x . . . , xxxxx ,
s PROJECT CONTROL ESTABLISHED USING GLOBAL POSITIONING SYSTEM. VERTICAL DATUM USED IS N A V D 88
CO ID
L0Lz
NOTE: DRAWING NOT TO SCALE
rLLCO

DocuSign Envelope ID:5D2FE66C-2129-4745-AB2E-3CD95FOFFBA9
PROJECT REFERENCE SHEET NO.
8' 6' 11' L 11' 6' 17BP.7.R.122 - ALAMANCE 3 2A-1
- „ �;` ROADWAY DESIGN
9' W/GR I 9' W/GR VAR 3'-O" ENGINEER
•00118 811.4,
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4' PS_ POINT t4 PI_ LJJ_ SEAL
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4.1 VA p �- _, VARIABLE MOTE LICENSE NODF-I0669 LLC
NW„ '11,C 2•, TO 4:� --� SEE X SECTIOI�/S DOCUMENT NOT CONSIDERED FINAL
CI ® 10 0 UNLESS ALL SIGNATURES COMPLETED
. , ® v T �N!
Y, 10" - Prepared in the �/�
Office of: M
DETAIL FOR FULL DEPTH M Fu Bax7oo
MOTT Fuquay-Varina,NC 27526
MACDONALD www.mottmac.com
GRADE TO THIS LINE PAVED SHOULDER IN
CONJUNCTION WITH GUARDRAIL
TYPICAL SECTION NO. 1
TRANSITION FROM EXISTING TO TYPICAL SECTION NO. 1 :
3'-0" 2'-4" VAR.
-L- STA 12 + 45.00 TO 12 + 95.00
w
USE TYPICAL SECTION NO. 1 : og BEGIN OR END
LLI-L- STA. 12 + 95.00 TO -L- STA. 13 + 66.88 (BEGIN BRIDGE) c ; 1�2" S9.5C CONSTRUCTION
j O C2 0 7� AS DIRECTED
-L- STA. 14 + 39.13 (END BRIDGE) TO -L- STA. 14 + 85.00 0.02 FTiFT BY ENGINEER
vX ' Y I V @
sE��‘oNs A 1 cl
TRANSITION FROM TYPICAL SECTION NO. 1 TO EXISTING: SEE T REFER TO
-L- STA 14 + 85.00 TO 15 + 35.00 6" El 0 10„ WEDGING -_____ -
DETAIL - -
/ 1 U
6' �- �� „10' c. -Y2- 10' VAR. 6'
DETAIL FOR
��
SHOULDER BERM GUTTER IN MILLING DETAIL
CONJUNCTION WITH GUARDRAIL DETAIL SHOWING PROFILE VIEW
-L- STA 14 + 50.00 TO 14 + 83.00 LT
2' PS CROWN )11.- ,2' PS POINT �� -L- STA 14 + 50.00 TO 14 + 83.00 RT
0 . I ,C1iCD
EXIST. , EXIST 0.08 EXIST 0.08
IF
�O A A ��, VAR 2:I
\IP` 2. 0 10" u 10" 0 r° 4:, PAVEMENT SCHEDULE
® GI (FINAL PAVEMENT DESIGN)
GRADE TO THIS LINE GRADE TO THIS LINE rIgrl
C1 PROP . APPROX . 1 %2 " ASPHALT CONCRETE SURFACE COURSE , TYPE S9 . 5C ,
AT AN AVERAGE RATE OF 168 LBS . PER SQ . YD .
TYPICAL SECTION NO. 2 PROP . APPROX . 3 " ASPHALT CONCRETE SURFACE COURSE , TYPE S9 . 5C ,
C2 AT AN AVERAGE RATE OF 168 LBS . PER SQ . YD . IN EACH OF TWO
LAYERS .
USE TYPICAL SECTION NO. 2 : PROP . VAR . DEPTH ASPHALT CONCRETE SURFACE COURSE , TYPE S9 . 5C ,
C3 AT AN AVERAGE RATE OF 1 1 2 LBS . PER SQ . YD . PER 1 " DEPTH . TO
-Y2- STA. 10 + 10.00 TO -Y2- STA. 11 + 20.00 BE PLACED IN LAYERS NOT TO EXCEED 1 /2 " IN DEPTH .
D1 PROP . APPROX . 4" ASPHALT CONCRETE INTERMEDIATE COURSE ,
TYPE I19 . 00 , AT AN AVERAGE RATE OF 456 LBS . PER SQ . YD .
30'-6" CLEAR ROADWAY
PROP . APPROX . 3 " ASPHALT CONCRETE BASE COURSE , TYPE B25 . 00 ,
4'-3" 11' _L_ 11' 4'-3" E 1 AT AN AVERAGE RATE OF 342 LBS . PER SQ . YD .
I I C-
ID C3 GRADE a
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So-
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PROJECT REFERENCE NO. SHEET NO.
"N" = DISTANCE FROM EDGE OF LANE TO FACE OF GUARDRAIL. ST T A OF NO I'\ TH CAROLINA 17BP.7.R.122 - ALAMANCE 3 3B-1
N TOTAL SHOULDER WIDTH - DISTANCE FROM EDGE OF TRAVEL LANE TO SHOULDER BREAK POINT. I�������� OF HIGHWAYS
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G = GATING IMPACT ATTENUATOR TYPE 350
NG = NON-GATING IMPACT ATTENUATOR TYPE 350 GUARDRAIL SUMMARY
LENGTH WARRANT POINT „N„ FLARE LENGTH W ANCHORSIMPACT
SURVEY D I ST. TOTAL TY TYPE ATTENUATOR
LINE BEG. STA. END STA. LOCATION FROM SHOULDER REMARKS
WIDTH
SHOP DOUBLE APPROACH TRAILING E.O.L. APPROACH TRAILING APPROACH TRAILING GREU TYPE III PERMITTED
STRAIGHT CURVED FACED END END END END END END '4T-1 TL-3 TYPE III SC NO. G NG
-L- 12+85.63 13+66.88 RT 81.25' 13+66.88 6' 9' 50' 1' 1 1
-L- 13+50 +/- 13+66.88 LT 25.00' 13+66.88 6' 9' 50' 1' 1 1 BREAK FOR DRIVE; SEE DETAIL SHEETS 2C-2 & 2C-4
-L- 14+39.13 15+32.88 RT 93.75' 14+39.13 6' 9' 50' 1' 1 1
-L- 14+39.13 15+32.88 I LT 93.75' 14+39.13 6' 9' 50' 1' 1 1
SUBTOTAL 268.75'
LESS ANCHOR DEDUCTIONS
GREU TL-3 3 x 50.00' _ -150.00'
TYPE III 3 x 18.75' _ -56.25'
TYPE III SC 1 x 18.75' = -18.75'
AT-1 1 x 6.25' _ -6.25
TOTAL 62.5' 1 3 3 1 ADDITIONAL GUARDRAIL POSTS = 5 EA
SUMMARY OF EARTHWORK
IN CUBIC YARDS
LOCATIONUNCLASSIFIED EXCAVATION UNDERCUT EMBT+% BORROW WASTE
-L- 12+45.00 TO 13+66.88 98 40 58
-L- 14+39.13 TO 15+35.00 88 53 35
-Y2- 10+11.20 TO 11 +20.00 58 14 44
SUBTOTAL 244 107 137
WASTE IN LIEU OF BORROW
PROJECT TOTAL 244 137
5% TO REPLACE BORROW
GRAND TOTAL 244 137
SAY 260
SUMMARY OF SHOULDER BERM GUTTER
SURVEY STATION STATION LOCATION LENGTH
LINE LT/RT/CL
-L- 14+50.00 14+83.00 LT 33.00'
-L- 14+50.00 14+83.00 RT 33.00'
C
0-1
m
0
LC
Co TOTAL: 66.00'
LO
SAY: 70'
0
L
U-
0 NOTE: Approximate quantities only. Unclassified Excavation, Fine Grading,
3CO Clearing and Grubbing and Removal of Existing Asphalt Pavement will be paid
��,-
N< for at the contract Lump Sum price for "Grading".
o

PROJECT REFERENCE NO. SHEET NO.
c9
17BP.7.R.122 - ALAMANCE 3 3D 1
N
& REGIONAL
LIST OF PIPES, ENDWALLS, ETC• (FOR PIPES 48 ,, & UNDER)
suB_REGIONAL
ENDWALLS Q OU m
w d w J J
Nt- V) m
a a — w Q c OU Z Z Os
o ABBREVIATIONS
PZ - wO Nr
O R.C. PIPE R.C. PIPE STD. 838.01, Q p J N M Z N O N d
STATION Z DRAINAGE PIPE C.S. PIPE (CLASS III) (CLASS IV) H cn STD. 838.11 D c 0 Z N v N H R C.B. CATCH BASIN
u LU (RCP, CSP, CARP, HDPE, or PVC) 0 0 OR 00 " - + FRAME, GRATES U N co W ^ N.D.I. NARROW DROP INLET
O u O O STD. 838.80 Q Q AND HOOD so o " LU o D.I. DROP INLET
D Z Z .. i- (UNLESS N STANDARD 840.03 v, v N " N 00 "
ce N Z 0 0 QNOTED 0 00 oL11 O o } G.D.I. GRATED DROP INLET
OTHERWISE)ou ti
Z 0 > < I Z Z - L T. o o 0 0 0 No O Li
? G.D.I. (N.S.) GRATED DROP INLET
> LU LU U 0 0 _ ~ w C� M ZC� (NARROW SLOT)
�„ vi �„ o "' 0 �_ �_ 3 m J.B. JUNCTION BOX
SIZE Q "' W w a 12" 15" 18" 24" 30" 36" 42" 48" a w 12" 15" 18" 24" 36" 42" 48" 15" 18" 24" 30" 36" 42" 48" 12" 15" 18" 24" 30" 36" 42" 48" > w w CU. YDS. `n A B O
LU
O O > > 0 H Q 0 N J LU w O M i i 3 3 0 2 U Z M.H. MANHOLE
Z Z `„ ce U U I LU
-' = D 2 > o� 3 Q w v m T.B.D.I. TRAFFIC BEARING DROP INLET
w LU w w U U U Z_ Z b O o
THICKNESS > > > O a a LU 3 3 o O Q N W p w w m >
V) V) V) V)
OR GAUGE o m co m J m ; LL o . a T.B.J.B. TRAFFIC BEARING JUNCTION BOX
0
0 0 O O O O �o 7o �o �o 1Z o o w w = D TYPE OF GRATE Z " Z Z 00 Ld OU °z
ce I- Z z Z Z o 0 0 0 0 U 0 U p p U Q 2 Q 0 I - - LL LL _ _ 0 Z U U
O O O O , , d ( o N• O 0 0 N z z LU
0 0 0 0 `* * * r) CO LU •Sri o U E F G V o 0 b d tU m o 0U OU a REMARKS
-L- 14+74 LT 401 402 580.5' 577.3' 577.0' 28' 1 1 1
-L- 14+74 RT 402 403 580.5' 577.0' 575.3' 20' X 1 1 1 2@15"
-L- 15+50 LT 404 24'
'-L- 12+50 RT 405 20' 16' REMOVE EXISTING 12" RCP
-Y2- 10+52 LT 406 20' 16' REMOVE EXISTING 12" RCP
TOTAL 20' 28' 64' 2 2 2 2@15" 32'
NOTE: Invert Elevations are for Bid Purposes only and shall not be used for project construction stakeout.
See "Standard Specifications For Roads and Structures, Section 300-5".
C
0-1
co
0
LC
c9
cn
m
0
L
U-
ro
Q 31_0
oo 0 Crn D
024
N<0

DocuSign Envelope ID:5D2FE66C-2129-4745-AB2E-3CD95FOFFBA9
DETAIL A DETAIL B DETAIL C DETAIL D PROJECT REFERENCE SHEET NO.
LATERAL BASE DITCH LATERAL 'V' DITCH SPECIAL CUT DITCH RIP-RAP AT EMBANKMENT 17BP.7.R.122 - ALAMANCE 3 4
(Not to Scale) (Not to Scale) (Not to Scale) (Not to Scale)
b77( \140 ROADWAY DESIGN HYDRAULICS
b t Ditch Front1O'min. ENGINEER ENGINEER
Natural �� Natural A• �eSlopeDitch 1.0'min. .. os /// o ///
Fill Natural 1 o t _� �•, ���/11/N �NI/11///
Ground NI3:400,,v1'Ft. 3 Fill .�� 1.5' • /, ♦ /,dSlope Ground d J D `L• 1'Ft. Slope Ground 2.7 D f�\O Grade ,�� /
•�• �N CARQ�� r,� ,�� �� CARQ�� �,�
GEOTEXTILE O ' ;�O� �...�0 /y ,, •��O`L �•••/� ,,
B I Min. D= 1 Ft. . 'F S$ •' � 9 '� 5S •' � 9
Min. D= 2.0 Ft. Geotextile � 't'9 't'
GEOTEXTILE _ _ O ••
Max. d= 2.0 Ft. Min. D= 1 Ft. '•a SEAL SEAL '
*When B is < 6.0' B= 2 Ft. Max. d= 1 Ft. -L- STA. 12+58 TO 13+00 RT '
b= 3 Ft. b= 3 Ft. Type of Liner= CL I Rip-Rap +p�c�signe��:102 Doc igne�b971
Type of Liner= CL B Rip-Rap Type of Liner= CL B Rip-Rap Y ••, F _� h F .'
-L- STA. 14+05 TO 14+28 RT 1�� ,.t .� �`'4r6... ��a,° i�E`4,,�.c .
-L- STA. 14+2 8 TO 15+54 RT -L- STA. 14+82 TO 15+41 LT ',^i� • .:.Y`�' 'G�""" /,•,.....o 't"‘
9/1�1 $� 'H� ;•.•' �10 tG4♦199&.3.Dr,�`,
//n/�1�`` 9/11/ ►�$muss``
MOTE MACDONALD I& E,LLC SUNGATE DESIGN GROUP,P.A.
LICENSE NO.F-0669 LICENSE NO.C-890
LILLIAN D. GERRINGER, ETAL DOCUMENT NOT CONSIDERED FINAL
DB 3206 PG 812 UNLESS ALL SIGNATURES COMPLETED
EIP
Prepared in the
-Y- POT Sta. 10+00.00 Office of: M
ox
MOTT M Fuquay-Varina,NC 27526
L N MACDONALD www.mottmac.com
� IWv �
�o N SUNGATE DESIGN GROUP, P.A.
Kg') c\ S �O^"� 905L JIOGNESN FRANKLIN ROAD
hit
�7 \�A �� c�j, 27 TEL[phone]CAROLINA 27606
o' ENG FIRM LICENSE NO.C-890
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223.22,
/ THE B 260AK 7 GROUP,
393LC y' S 30°50 0.��F S 33°p2,07„E F
PB 49 PG 34 "�7-- 15' 14go 5g„E S 47°47'57'1 W ,o a S L
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o ° i II `! w Ii oS 41° E EIP RON . 'ooMARY E. PUTNAM o� 1 , jEIPO
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DB 270 PG 508 �`� '„ o ? X I r
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TIMBER PIERS o fi
- RETAIN EXIST,' I m ^� ' SEE DETAIL B
TIMOTHY A. STEIN \ \ S 43°I5'46' E 116.86' J S 43°I2'23' E1 ` EST. 20 TONS RIP RAP
CONC FOOTER
HEATHER A. STEIN ,, iP 72'WU li EIP II 11 /9'CONC 100 42' ) EST. 50 SY GEOTEXTILE
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* 72" CHL GARnE� 1 EST. 35 CY DDE
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za +63DN L. ST DL Re / I I� lez ■ t; 60' +17 -- +68 DEBORAH S. DODSON
+83.74 \ \\ 1 FLAG I CB CB i7 ' �■� . • o ' 60' �<,'`^� 63' WOODS DB 1044 PG 100
40 v 14 R ', FEAG cc", ,: VAR. t- +86
\ S 9 W w �/ LT -FJ ��:v a .■ WD AL 6 / _r�� r <.'���dUE �'�;. UE PUE 30%
-L PT Sta. 11+95.93 ,N PUE ETAI f� 10' L o y ����♦■RAIN4GEERA IN; . PUE PUE --olio 42
POSSIBLE 0- DRgINq
t, PUE �., EIFr cE ETAI O� _ �■ Q +74 PUE
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DURHAM ST EET EXTENSION o ►
of W o I i it •_, R /C1 ►,1� (,RF�of - W I DURHAM STREET EXTENSION SR 1529 20 BST
/ i / T FO- 1 T 1�1 • - FO - -
REMOVE 12�RCS �lr I I w u� 1���
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�►. . i h RET'
\ � 30' •/t!■J�II�'/d,'Ci�/,�i ii�lr�iti11ii11i1/i��
`, -- ,56' \ 2 2 m SEE DETAIL C 1 W , o y; W00 2 li��%R'APi o' \ \
\\ \ 1 +65 °59,, {� * moo_ os° \ ± - -
BEGIN CONSTRUCTION oNc o WELL -R.GR 1 30; N •\2�- u * o •c 40 N �� �, �,
+85 0 �� m m f f �r� w o0� / S \ /
-L- POC Sta. 10+83.00 30; oil 25' +60 �I„� 0 T APER I �' 2SFD U 0 1 Fvs�F
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ISBKD 1 7 0' TAPE 65' / 00 END SBG +5' 07 ,t; - / ( F4 ,/ \ ± /
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• WDtip
i' 15" W/
WEEI_o sTEPsr]
lk I -ELBOWS -L- POT Sta. 15+87.77 MI
RALPH EVANS � t's8.7311PlabX CHRISTOPHER P. JONES
RIP RAP @ EMBANKMENT w , S 40°54'10" E
AIL D
.70' 48' 255,9g MARIA C. JONES
DB 2479 PG 492 -Y- POT Sta. 11+61.66 SEE EST. 1DOTTONS RIP RAP o �BMI �P CLASS II RIP RAP I f j xx DB 1555 PG 489
-L- POT Sta 11+98.77 BE N PROJECT l7BP.7.R.122 M I I I LATERAL BASE DITCH PB 42 PG 43
EST. 15 SY GEOTEXTILE o �m UP TO EL. 578.9 (TYP.) `�I I ,• SEE DETAIL AP PPB 42 PG 103
�� -L; POT Sta. 12+45.00 o u" o �� (STRUCTURE PAY ITEM) IT).-����11"""TTT 1--- z 2SFD \ EST. 45 TONS RIP RAP 7* -/ .4-,• � � _ EST. 170 SY GEOTEXTILE a � ,\
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143.33' !4/D. �' Ciij '�^ S 46°22'22" E �JS _� - ✓s_�, ` S 418.20' 8" W EIP qg DB 964 PG 287
JOSEPH W. HARRIS
18,20' ppoa SFD �� " CHL �203 054'13" E EILA J. H 8 X H J I
Z 15� N 33°IO'05" E - U I PB 42 PG 43
10.48' WOODS ,t �, N 0 PB 42 PG 103
S2247'22°E * *"- /I o
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GEORGE T. Mc ARCING, III DB 141 PG 358 -
I 1....DELORES L. McFARLING PB IO PG 82 JESUS E. GARCIA, JR. -
DB 447 VALERIE J. GARCIA
DB B084 PG 34 PG 640 -Yl- POT Sta. 11+87.71
END PROJECT /7BP.7.R.122
-L- POT Sta. 15+35.00
01
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0
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-0`L -L- STA.13+56.00 -L- STA.I4+50.00
-
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C,-)N SEE DETAIL 2C-2 TYPE-III
mR NA 1 Tsrr
-L- b^ o I oA -L-
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BEGIN BRIDGE III �� I rr END BRIDGE A = l° 24' 11.7° (RT)
0- -L- STA13+66.88 -L- STA14+39J3 D = 0° 42' 58.3°
c-0 2 SKETCH SHOWING RELATIONSHIP OF BRIDGE TO PAVEMENT L = 195.93'
�LE _ T = 97.97'
0- FOR STRUCTURE PLANS SEE SHEETS S-1 THRU S-18 R = 8,000.00'

DocuSign Envelope ID:5D2FE66C-2129-4745-AB2E-3CD95FOFFBA9
PROJECT REFERENCE SHEET NO.
DETAIL C
\1'
SPECIAL CUT DITCH 17BP.7.R.122 - ALAMANCE 3 5
(Not to Scale) ROADWAY DESIGN HYDRAULICS
6 Front ENGINEER ENGINEER
\ x Natural AOt� °'e Ditch
% � 111 11/1l
1 0 ,, I IIL0III,,
Ground ?7 Fa •,�H CAR0� '• ••,��H CAROB '•.,\ D • . 7�.
Min. D= 1 Ft. � FESS/Oti9 q .o
Cy. '
�•� :iSEAL : =.• :�.off�SS.E.AS 9N •q\-.S
-Y2- STA. 10+75 TO 11+20 LT ' ' 21102 :• -
d2,6971
�posxSrgnedby: : _ �DocQ.Signe
3[[ii6' VF ' ••• '—10 68 /4994 3 P�•O•••
9/11��1111111.11�` 9/114 11111 N,`,,
MOTT MACDONALD I& E,LLC SUNGATE DESIGN GROUP,P.A.
LICENSE NO.F-0669 LICENSE NO.C-890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
Prepared in the �/�
Office of: M
M PO Box 700
MOTT Fuquay-Varina,NC 27526
MACDONALD www.mottmac.com
SUNGATE DESIGN GROUP, P.A.
i'i 90RA EIGH. FRANKLINTHOOAD
RALJONE NORTH CAROLINAROAD
27606
TEL[phone]
ENG FIRM LICENSE NO.C-890
\
S 45°51'39" E
OOo10' -
2
x 60 00' 0
N _, \
,3 z
-- = 0O� CO
z
LARRY R. CARDWELL and
°q 3g„ E wife MARIE P. CARDWELL\ \
S 55
25q 50, DB 389 PG 20i
o \ \ JOESPH P. ALLGEYER
NL0 and wife JULIE S. ALLGEYER
DB 668 PG 416
,c)i9 PB 37 PG 99
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5,40' EXISTING Riw I )
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C DITCH ,J°
SUSAN GRACE � 7�-
DB 3046 PG 405 .0, 7
PB 67 Pc 222 END CONSTRUCTION
—
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—Y2— POT Sta. /2+37.24
01
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—Y2—
0
P1 Sta 10+41.38
3 Cr D = 95° 29' 34.7"
�N L = 56.05' DETOUR ROUTE INTERSECTION IMPROVEMENT DETAIL
o � T = 60.00' —L1— (SR 1529—DURHAM ST. EXT.) /—Y2— (SR 1547—ROUTH RD.)

DocuSign Envelope ID:5D2FE66C-2129-4745-AB2E-3CD95FOFFBA9
PROJECT REFERENCE SHEET NO.
17BP.7.R.122 - ALAMANCE 3 6
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
I
.••%.0 CAROL .•`' ,% CARO/
° �FESSlp/V 9 '• � : •�••� ESSIpN•.•
�•� SEAL ! SEAL 9!
:
Dou9ned21102 : Do3.e....e,G,.„.4,,,,,,
cSig ned0971
[ i--ter:k.fivio _ i—Y2— _ L. frfr. •.. ...• ,s_.,..
1.111••• 1/11•••0
MOTT MACDONALD I& E,LLC SUNGATE DESIGN GROUP,P.A.
LICENSE NO.F-0669 LICENSE NO.C-890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
Prepared in the NI
Office of: IY
M PO Box 700
MOTT Fuquay—Varina,NC 27526
MACDONALD www.mottmac.com
BEGIN RESURFACING —
—Y2— STA. 10 +10.00 SUNGATE DESIGN GROUP, P.A.
.s 0 905 JONES FRANKLIN ROAD
RALEIGH,NORTH CAROLINA 27606
IN TEL[phone]
. + ENG FIRM LICENSE NO.C-890
VERTICAL SCALE HORIZONTAL SCALE
END RESURFACING 0 5' 1 ' 25' 0 25' 50'
—Y2— STA. 11 +2 0.00 I I I I I�1 11111_,miil
640
_irn- ' __(-io_._3Liri -7777, r, _ _ __
630
RFGIN SPFCJAI END SPECIAL
CUT 'V' DITCH LT. CUT 'V' DITCH LT.
-Y2- STA. 10+75.00 -Y2=,STA. 11+20.00 LI.
620 EL. = 634.83' EL. = 634.69'
MILLING REQUIRED
Al TIES (25' EACH END)
(SEE DETAIL S-IEET 2A-1)
610 BRIDGE c STA. 11+03.0 L
—24" CORED SLAB
10 11 12 BEGIN GRADE I 1 SPAN: 1@70'; SKEW 909
W/—L— STA. 12 +45.00 i GP DEEP CAPS GP ELEV. - 581.09'
EL = 582.02'
END GRADE
—L— STA. 15 + 35.00
EL = 580.55'
PI = 13 +00.00
EL = 581.51'
VC = 100'
K = 193
I
590 V = 72 MPH 590
1 I REMOVE
EXI STING
A
_ - - li
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PROJ. REFERENCE NO. SHEET NO.
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GENERAL NOTES LEGEND
GENERAL TRAFFIC CONTROL DEVICES
CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN THE DETAIL
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PROJ. REFERENCE NO. SHEET NO.
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SIGN NUMBER : SD - 1 BACKG COLOR : Fluorescent Orange DESIGN BY : RRH CHECKED BY : J . WOOLARD
TYPE : STATIONARY COPY COLOR : Black DATE : Jun 22 , 2017
QUANTITY : SEE PLANS PROJECT ID : B - 5346 DIV : 7
SYMBOL X Y WID HT
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1 . Legend and border shall be direct applied black R=1 .5
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LETTER POSITIONS
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TIP NO. SHEET NO.
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STATE OF NORTH CAROLINA ,_UocuSigned byrttA :
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ROADWAY STANDARD DRAWING
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PAVEMENT MARKINGS - LINE TYPES AND OFFSETS SYMBOL DESCRIPTION
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1205 . 12 PAVEMENT MARKINGS - BRIDGES TA WHITE EDGELINE (4" , 90MIL )
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STATE STATE PROJECT REFERENCE NO. SHEET TOTAL
NO. SHEETS
NI s r (•
I
.1'1 (0 1 ,741 A I
A I • IN.C. 17B?070R122 EC1
I
.r,k I
1 :,,
i// STATE ]PROD.NO. F.A.PROD.NO. DESCRIPTION
(IINI
I ( i A,k ,,,,,,,
. 1
vi f \ ' Isis SF
1;":14 I" I A I ' • I° --:-1) II 4 1* * S b EROSION AND SEDIMENT CONTROLMASUES
¶Stdgg. qq Description Silt
¶¶ Symbol
) 7 . I CSN
III l\ 1 6 0.OnD Temporary syIlh Ditch TSP
• 1 • S
\ ( 1L�aD®.®5 Temporary Diversion TD
.)1
• 1605.01 Temporary Silt Fence III III II
1606.01 Special Sediment Control Fence
ey‘2111111
1 622 01 Temporary terms aml Slope Drains
1630.02 Silt Itasinn Type I: %///
PIN ALAMANCE COU 1633.01 Temporary 1[$®c=$ Silt Check Type-A
Temporary Roc_i. Silt Check Type-A with
Matting and Pojyacryjamide (PAM) � � ��
1633.02 Temporary ROC $ Silt Check Type-It - - - - -'
ll
W ai�de/ `L�oir Fier Wattle
Llle ) EW
LOCATION: BRIDGE No. 3 OVER DRY CREEK ON � °Fw
Wattle `Moir Fiber Wattle
SR 1529 (DURHAM STREET EXTENSION) with P®jyacryjamide (PAM)
` 1 634.011 Temporary Roc i. Sedimeffit Wi m Type-A _ �':M
•F14
; , 1, TYPE OF WORK: GRADING, DRAINAGE, PAVING, AND STRUCTURE 1634.02 Temporary I'ock Sediment Dam Type H.)- - \ ° °
O 1V➢55 01 ®CA Pipe Inlet Sediment Trap Type-A o\$
0 8
0
\ '�� 11635.02t Sediment Type-It- - -a o °°°°°°
�oc� Pipe Inlet e IlmeIln� Trap
O9 1630.04 °°oo°
d (
C.„) � J Stilling ID aSIlIln
1630.06 Special Stilling I•)asln \
ll \ Roc_ Inlet Sediment Trap:
�i I _ - / ) F652.011 Type A A U
I �( JS ����.®� Type h BD
Iiiiiiihr111114^-. ----) LLJ1
I �� �� 4
1632.03 Type C C D
�I ;
NIS
DETOUR ROUTE INTERSECTION IMPROVEMENT DETAIL y Skimmer// ►:asinn °�
o
TieredI al
Skimmer Ii)asinn ) ��� °
5 I w PROJECT 17BP.7.R.122
es1::::14
I/ END-L- POT Ste. 15+35.00 I nfijfrationn I�)asi n
BEGIN CONSTRUCTION
-L- POT Ste. 10+83.00 = BEGIN BRIDGE
-L-I ) )
Sto. 13+66.88 /\ THIS PROJECT CONTAINS
a °°° BRIDGE EROSION CONTROL PLANS
\\ -L- Ste. 14+3913
y I > _L_ FOR CLEARING AND
ST EXTENSION) / �_ SR 1529 GRU� IING PHASE OF
SR 1529 (DURHAM \ _
_ _DURHAM STREET EXTENSION CONSTRUCTION.
TO - % % TO
HWY 87 -
I % BURLINGTON
610,221111111111 -.am
/ -W,B
1/"
` _ THIS PROJECT HAS
ri...._7
I m SEEN DESIGNED TO
END APPROACH SLAB W SENSITIVE WATERSHED
\ N BEGIN APPROACH SLAB \ 3/
1711111141
-L- Stoo 14+50000 I I \ �m
2 0\\V -L- sto, 13+56,00l 'cj I Q STANDARDS.
,y \\ 7 BEGIN PROJECT I7BPLRJ22 i
\\ \7 -L- POT Ste. 12+45.00 y I� o
�'� / END CONSTRUCTION i
I I \ END POT
CONSteUCT ION00
y \ I ENVIRONMENTALLY
\ -Y2- POT Sta. 11+20.00 I JS� \
\�s /'sue --�'S\ , �s ��JS SE I ON THINSITIVE S►I PROJECT(S) EXIST
\\ .
�15 Refer To E. C. Special Provisions
for Special Considerations.
ROADSIDE ENVIRONMENTAL UNIT
DIVISION OF HIGHWAYS Roadway Standard Drawings
STATE OF NORTH CAROLINA Prepared in the Office of:
The following roadway english standards as appear in "Roadway Standard Drawings"- Roadway Design
ROADSIDE ENVIRONMENTAL UNIT
Unit - N. C. Department of Transportation - Raleigh, N. C., dated January 2018 and the latest
revison thereto are applicable to this project and by reference hereby are considered a part of
4) 1 South Wilmington St. these plans.
To THESE EROSION AND SEDIMENT CONTROL PLANS COMPLY Raleigh, NC 27611
WITH THE REGULATIONS SET FORTH BY THE 1604.01 Railroad Erosion Control Detail 1632.01 Rock Inlet Sediment Trap Type A
io io NCG-010000 GENERAL CONSTRUCTION PERMIT EFFECTIVE APRIL 1, 2019 2018 STANDARD SPECIFICATIONS 1605.01 Temporary Silt Fence 1632.02 Rock Inlet Sediment Trap Type
1606.01 Special Sediment Control Fence 1632.03 Rock Inlet Sediment Trap Type C
ISSUED BY THE NORTH CAROLINA DEPARTMENT OF 1607.01 Gravel Construction Entrance 1633.01 Temporary Rock Silt Check Type A
ENVIRONMENTAL QUALITY DIVISION OF WATER RESOURCES. 1622.01 Temporary 3erms and Slope Drains 1633.02 Temporary Rock Silt Check Type 3
z Designed by: 1630.01 Riser 3asin
1634.01 Temporary Rock Sediment Dam Type A
e4� 1630.02 Silt 3asin Type 3 1634.02 Temporary Rock Sediment Dam Type 3
-.
NOELLE RING 3456 1630.03 Temporary Silt Ditch 1635.01 Rock Pipe Inlet Sediment Trap Type A
� w 1630.04 Stilling 3asin 1635.02 Rock Pipe Inlet Sediment Trap Type 3
»z NAME LEVEL III CERTIFICATION NO. 1630.05 Temporary Diversion 1640.01 Coir Fiber 3affle
� w 1630.06 Special Stilling 3asin 1645.01 Temporary Stream Crossing
**= 1631.01 Matting Installation

PROJECT REFERENCE NO. SHEET NO.
17BP.7.R.122 EC-2 I
R'W SHEET NO. I
TEMPORARY ROCK SILT CHECK TYPE ' A '
ROADWAY DESIGN ENGINEER HYDRAULICS
ENGINEER
EXCELSIOR MATTING AND POLYACRYLAMIDE ( PAM )
EXCELSIOR NOTES :
MATTING -
FLOW
B H
INSTALL TEMPORARY ROCK SILT CHECK TYPE A IN
ACCORDANCE WITH ROADWAY STANDARD DRAWING NO . 1633 . 01 .
SEDIMENT CONTROL STONE o-.������ � USE EXCELSIOR FOR MATTING MATERIAL AND ANCHOR
ivvistir. 5):44- 14 -�� slit MATTING SECTION AT TOP AND BOTTOM WITH CLASS B STONE .
/-v-v8;e46,47 -401,tto -'t!tt
� � D Ooir r ♦ D , �•C� 9 D •D
A oo, . 00,� •, 000 A PRIOR TO POLYACRYLAMIDE ( PAM ) APPLICATION , OBTAIN
♦ D oq D p ♦ . „ ♦ D o ♦ Qw , �� D ,q D o .
o ten• , :62, �- o A SOIL SAMPLE FROM PROJECT LOCATION , AND FROM OFFSITE
9, ° o�Q °0 � '� �0 (��'`Y�� MATERIAL , AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
oD aD Tq �' oD o Oo ° OnD oD
°� Qom ,9o�o� TO BE APPLIED TO EACH ROCK SILT CHECK .
, , , o 0 0
�f,qZ,1`•(T„
� �� �O ('Q . �O �n0 •
♦ Do C� , ♦ Do D',9): ,9)o , • .,t,',9.,9n• INITIALLY APPLY 4 OUNCES OF POLYACRYLAMIDE ( PAM )
• DoOQoODoOgo c) ,
g o o 09) o� TO TOP OF MATTING SECTION AND AFTER EVERY RAINFALL
� oQ o0 0
•D4 o:Doc jo EVENT THAT EQUALS OR EXCEEDS 0 . 50 INCHES .
STRUCTURAL STONE � o mil, o �n o
B --
PAM
( 4 OZ . )
PLAN
'W*- * ... . .... .41 ' 'i
4' - , -1 1 P P 1.. , i
r / , ' -.461141014' ./
\ Ai. , Iv _,
INSET A
iiiir See Inset A
` CLASS B STONE
Illa
WI
2* 2 / 3 CHANNEL , EXCELSIOR
WIDTH 1 MIN _
iv- MATTING•
o _� , 0 `
12o ♦0
1 MIN oo - ry �o � o DCc- H = 2 MIN �O . ) . •C
' � ., .)-%"' �74::N.1" ,41V,,."� ®� te.1*: ® oo no o �o o �o o , ,�:- �I—I —III 11 11 11_11
EXCELSIOR
MATTING SECTION B - B CLASS B STONE
SECTION A - A
\ OT OSAH

PROJECT REFERENCE NO. SHEET NO.
17BP.7.R.122 EC-2A I
R'W SHEET NO. I
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
WATTLE WITH POLYACRYLAMIDE ( PAM ) DETAIL
NOTES :
USE MINIMUM 12 IN . DIAMETER EXCELSIOR WATTLE .
1);'' `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 .
....4111111111
11
IIIIII......_
ir —See Inset A PROVIDE STAPLES MADE OF 0 . 125 IN . DIAMETER STEEL WIRE FORMED INTO A
U SHAPE NOT LESS THAN 12 IN LENGTH .
EDGE OF PAVEMENT
® lab. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE
��w�w� ,Ai,'��� AND AT EACH END TO SECURE IT TO THE SOIL .
EXCELSIOR WATTLE , -T���' �������
�������.��♦� G� INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE STANDARD SPECIFICATIONS .
���� Q 5� 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 ;•:�:�:•:�:❖:�.,
- - - ,,
Afr
A FLOW ,,#h. • • •
,
'I — ,_ r — r — VN., r
fe, - . t 1 ' ' 'i
2 ' MAX . 2 ' UPSLOPE /
STAKE NATURAL GROUND STAKES STAPLES \ ������ /
PAM PAM .����..
v� ��. .vOi�iO ( 1
) ( )
OOOi�i�i�i�0i`.. �������.,
0000�000000i�. •••••••••• 1 Z
-'iO '�' INSET S E T A INSET B
INSET C
-- �'•�p ,�,p�O,p�,�,� 0�i`.. .vO�iO�i�i�i'Oi�i�i�i�i�0
HI ,
�_ ��'4i�����0i�i�i�i�i��ti00:�C. .��O��i�Oi�i�i �'
! \ L--
• A, ., •. 61. \ \\ \
• \\ "\.:
•
.�� ;• , .'• ' ; � ' 12" (MIN . )
�
MATTING — 2' :
DOWNSLOPE
STAKE
UPSLOPE ' DOWNSLOPE CROSS SECTION �,,;,;,;,,.
STAKE ;.;.;.;.;.
;.;.;. STAKE
/
VEE DITCH ► P� `Io ® ♦ ♦�- - - - - PAM
, Oz .
)
See Inset C :°i:.�.:��
2 I N . 2 ' VAR . ►����Ig:;:°o ♦ '����♦
UPSLOPE
�����.•:❖:•:,.�i44 ♦
FLOW •►000•.o��
STAKE NATURAL GROUND �''''''' ���������
,��►0000000000®�. ��000v. .000000NT
���� �:::::r.�� �
�0000000000000i•® ®®�i�i�i�i�i�i�i�i�i�i� -- / �►.iiiii:
�`�!i�i�i�i�i�i�0�>i�i000io• .'i�i�i�iODO�,�,�,�,�,�,��e� �•�p;per;�;�
���� ,� i�iii4- . i���.i� . �i�ii00�i00, i%��� I ��►®i00�i'.�/
•, •ppp�pp°�,p�•#•D:Oi.•iiiiy , p.,.pp.�� 1 ...
.® : . See Inset B MATTING
' .;.o•.�.•.•--_ems..,., -' ' PAM �,o�.� oo:
. pe- #..iI'����i;i;i;i�'��t� •- �� • 1 oz. ) �Oi'000�
% 2' MIN'. '40 ( ) 6 (MIMii )
MATTING 2' DOWNSLOPE ��:�' // _—
CROSS SECTION STAKE / // /
TRAPEZOIDAL DITCH
TOP VIEW

PROJECT REFERENCE NO. SHEEP NO.
178P.7.R.122 EC-3DIVISION OF HIGHWAYS
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
STAT OF NORTH CAROLINA
SOIL STABILIZATION TIMEFRAMES
S / / 1 DI 5CR/P / /ON SI AR// //A / /ON I ll/Il I PA//I XCF Fl /ONS
PEVETE DIKES9 SWALES9 BITCHES A \ D SLOPES 7 DAYS \ 0 \ E
HIGH QUALITY WATER ( HQW ) 70 \ ES 7 DAYS \ O \ E
SLOES STEE E THA \ 30 7 SAYS IF SLOPES ACE 10 ' 0 LESS I \ LE \ GTH A \ D ACE
\ OT STEEDE THA \ col , 14 SAYS ACE ALLOWFDe
SLOES FLATTED 14 DAYS 7 SAYS FCH SLOPES GEATE THA \ 50 ' A
LE \ GTHe
ALL OTHER AREAS WITH SLOPES FLATTED THA \ gal 14 DAYS \ 0 \ F9EXCEPT F0 PEVETES A \ : HOW 70 \ ESo

DETAIL A DETAIL B DETAIL C DETAIL D PROJECT REFERENCE SHEET NO.
LATERAL BASE DITCH LATERAL 'V' DITCH SPECIAL CUT DITCH RIP RAP AT EMBANKMENT 17BP.7.R.122 EC 4/CONST°4
(Not to Scale) Not to Scale \k(i44/
(Not to Scale)
( ) (Not to Scale)
II b � b Front 10'min.-�
�Q oi Ditch
Ground 3.
j \ Fill Natural d 1 �— Fill vt a _ Natural 1 0 �6t Slope Ditch ��1 O'min. 1.5'
d = D ti Slope Ground d j D �' 1"/Ft. Slope Ground ?,j D F\� Grade
II GEOTEXTILE � g OJ� Min. D= 1 Ft.
Min. D= 2.0 Ft. Geotextile GEOTEXTILE
Max. d= 2.0 Ft. Min. D= 1 Ft.
Max. d= 1 Ft. Type of Liner= CL I Rip-Rap*When B is < 6.0' B- 2 Ft. -L- STA. 12+58 TO 13+00 RT
Type of Liner= CL B Rip-Rap b= 3 Ft. Type of Liner= CL B Rip-Rap b= 3 Ft. yP p- p
-L- STA. 14+28 TO 15+54 RT -L- STA. 14+82 TO 15+41 LT L STA. 14+05 TO 14+28 RT
CLEARING AND GRUBBING
EROSION CONTROL FOR
CONSTRUCTION SHEET 4
LILLIAN D. GERRINGER, ETAL
DB 3206 PG 812
EIP
/ -Y- POT Sta. /0+00°00 NOTE:
PLACE TEMPORARY ROCK SEDIMENT DAMS TYPE - B
W N AND TEMPORARY ROCK SILT CHECKS TYPE - A AT
50.2
0 N P DRAINAGE OUTLETS.
ow
QD
m y J O
228,22,
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n o SEWER EASE /5' 35,67' S �° 86 2S°0/•q�„ °c>K
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w II CLARENCE R. MILES, JR.
u� ' `T� X w EIP S 41°44'05" E EIP RHONDA W. MILES '' t'Ii /oo
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MARY E. PUTNAM o's 11 \ `�� X wI z l0 , 4' ww DB 926 PG 954 °'
PB 48 PG 32 J+ 44* @
LIFE ESTATE `ram 3� > z W w al
VD ^ •" TIE TO EXISTING SWALE
DB 270 PG 508 �\ = - zo J ~ z w w EXCAVA � I • 5 08" lfrO° -L 14+82 LT �1
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a ,, p IS';KD o y 1 'I ` I ��a
tiZ1 Y„ cn 20'CENC +11,9'• o co m 6,,- REMOVE EXIST; - - 4110 r 1*
3 1 25°I , TIMBR PIERS i / �'L, LATERAL 'V' DITCH
\\ 1 S 43°I5'46° ` .� �5,4 v� RETAI EXISTi r ' SEE DETAIL B
TIMOTHY A. STEIN ' E .,.6' ,, ` S 43°12'23" EST. 20 TONS RIP RA
HEATHER A. STEIN vv v �F-72''WB ill, p)9'CONC 100.42' CON FOOT• f SY
DB 3195 PG 783 \ ��k,,, LA 50.00' r; S 72" C ,L r ARn ! EST. 3� CY DDETEXTIL
PB 48 PG 32 r- v- •� 2/'C0 C �� - I . - EIP I- -f- 1. Ail' / •
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h'� ISBKD 1 ir: N Imti I 25,00 �., WD m� ' r / 6 z cD ijoililk
+j p, / /ei
-GPS- B5346 v t +73. o k 1,-F
l00'TAPER LT ,� Id
�! VIRGIL L, S ADLER
t� 43 �� �� 1 +32 1 � '�� � ; +63 ANN L. STADLER
° 2ISFD + •0 �� i 52v � ___ �� �� illir
k�* c� M` 50' 50' 1► � �� ,� �, / � r 63, DB 705 PG 912
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+83.7' v \ U CB(�- CBr7 ., �� I I�a���_f i 0�, r(.,�� 60 4 <i.� �5111( vPOLE �� 5" R, r '� ��T FL�AGSa. ^'� ? ! / �y'' p, P�t�/�S, va�� 4/ �rr4!•7 , �� c��� -�63 6
-L- PT Sta° 11+95.93 � S g�� W 1� ,OA w ' Si - �I, ; �� �� �(� , •�� o -� .:- :OE - t
POSSIB 4 ! - _'+�,_' .�- # ®/ice //�� �'��Ii/r� :'ifi 1�. - `��L �f dU� PUE 30
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d�'t!�" 1 �EIP ` .'- __ _ � �'1r `': RC„ � 4,�, elt Iv���»,, � MC P; ► 46% �1'�[7�' END CONSTRUCTION
TING 18' RCP �- t rnlr�. �,., rI Ai "�ectilg. "A► ` `��`sVV►� 1 EXI • W
-XIS ��: .r • '•P .,. •s ?ICCr%co�r- ritiffivin•�� �.� --'�'/,b�,;.,. ■Ir(�r„17,i1�) Y Itvflooffr 1r4y,-- i.a�YA l;i►v�i p ' r.,r y. 7W „Q� en. iNKNOW �Cj�. e_ ' r r r_ � �a =�► 4v `r - .�I•' z� A,: _ _ _ L�.;�, ' • , -_— �� r -L- POT Sta. l7 86.00
SIGN ��� v— 5 ����� / nrUg;Y rya. rJ �. 1: it +t - ,� — � iU r•- ' , � I y `+r+�I S 05°4I'3:ra I8° I i �' _ — — — — — FO— _WS�— r:tri":- ,r� i11l� •�1'�S; �i ' ,1�1.�`Y5�e I ! — — — - Sa;' — — -
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o •�1/ I���! �� TO BURLINGTON�o DURHAM ST EET EXTEN ION o r �'� NX 20'B
_L1._ �� l�,IV IIIM �PM
k .l Ak ;, •4b o W DURHAM SIRE EXTENSION S` /529
/Ii� I I ii . r�ti
y�i= /—A///%VW a iffiili/IL 9E t0/"1i ai�en'ar.O.�..1.4 0 —��J
1 - - f ' - - - -c- - - RE- 12' RC T ,esys0. j► iwy vi i4, r �� .1 -
-L- PC Sta. 10+00°00 �« Qom- _ fi�i _„ •,� lG 'f Ism- ,— _ : sir► 989 - _ _ _
i�r` .,V_ I,a_Z'_� /�iv htiti?e 9 / r.:I �� �r� �fia �,r ti • L ..
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y SPECIAL UT DITC, ' i" __, ���1�rJQ,u' ;, . rgrrrl� i=eI�I��.c:rt..iril�i��iyrb�Jtiigti$i ►ii1 R ,� ]o' - CEDAR �GEROW STING R/ \ B\
ti� 30_56, "� SEE DEL_ C � 1, i,,G.•:� ii��pe417 - 0 \r,..01/ '�/�y rid, t..,,,i � �®� „%, `'�' TAI� a '.V� ��0' . \
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l � �� ' v o �� �,BEGIN CONSTRUCT/O N• �, � �- e ,�1 ,' � % �,o i. ..., - 40 ��I/,�Qlls �m1/��J.wii'�� � Il����ii�
-L- POC Sta. 10+83*��0 - ` � �r 60 l��/� '71.1* 1146 t ce.E,,o_
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-
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:it* -.' -- - PO�1T. • &(�00
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S 40°54°10" E CHRISTOPHER P. JONES
PrAliii1XMO . 101
�� EP A RIP RAP @ EMBANKMENT r �� , �� . °84•ir ce��y � 48" �X 255.9 '
RALPH EVANS � e �� e •
DB 2479 PG 492 - �1 � MARIA C. JONES
87.7
Y- POT s . ,6•/ -e.� 55 DETAIL Di 114
QQo ,..411
X DB 1555 PG 489
-L- POT Avaiftr gs�:lir Bi��E`1` �0_. T 17BP.7.R.122 EST. : 01>LSRIP RAP ow, UPOIEIP57:.9' P.) , * '- SEEDETAILA ITCH PB 42 PG 43
��"��� EST. 15 SY GEOTEXTILE ` ° LATERAL BASE Q o° .-, PB 42 PG 103
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5 p �� i
_ E_S�1"f<� SY GEOTE ' io; �" ,f! `'" ` / "� r c �e� :8s ��'� X r ST. 195 CY DDE �
o� �57 � Z �_� �-� j' . e .f .,) - * �4' E � / oell �- I CON
,� S 46' 2'22" E
$�* 6 „ CHL
r� #'* 'w 0 i� S 72 JOSEPH W. HARRIS
143,22' )5 ❑
S 46°22'22" E 143.3�JS � - S 418.2038 W 'oo ISFD # .r 48 CH / a� SHEILA J. HARRIS
X
41
- - - - 2osoo EIP L 0°54'13" E DB 964 PG 287
4
= j5�� N 33°10'05" E - - U 203,0 PB 42 PG 43
10,48' WOODSit
I ' _§,, 0 ii W PB 42 PG 103
272gq�2"E Q o
3 CONC �I o 2SFD
2 KINNIE H. LOY (6) 4 ` Li F CONC 0
ESTATE " I NCD "�,
GEORGE T. McFARLING, III DB I4I PG 358 :j EIP J 0
DELORES L. PB 10 PG 82 JESUS E. GARCIA, JR. �J I O
DB 447 PG McFARLING VALERIE J. GARCIA
DPB034 PG 640 -Y/- POT Sta. 11+87°71
END PROJECT /7BP.7.R.122
-L- POT Sta. /5+35.00
-*_
t
-*_
ce W
rn
�J I
60-Vl V-
1I n 1
-05L>- BEGIN APPROACH SLAB END APPROACH SLAB
-*cn
-L- STA.13+56.00 -L- STA.I4+50.00
-4 ENVIRONMENTALLY SENSITIVE AREA
-69 TYPE-III d
/z SEE PROJECT SPECIAL PROVISIONS
(SHOP CURVED)
SEE DETAIL 2C-2 nPIlTJrTCD I
o � % -L- Yo: �Ao I o L-� � �� Ny �� P/ Sta 10+97*97
Q� TYPE-III TYPE-II II 1 NOTE.
zce BEGIN BRIDGE END BRIDGE UTILIZE SPECIAL STILLING BASIN(S) WHERE APPLICABLE. A _ /° 24 //.7 (RT)
W -L- STA./3+66.88 -L- STA.14+39.13 D - 0° 42 58.3
co L - 195.93'
9 o DETAIL SHOWING BRIDGE /ROADWAY RELATIONSHIP T = 97.97'
0 c R = 8,000.00'

DETAIL A DETAIL B DETAIL D PROJECT REFERENCE SHEET NO.
DETAIL C
LATERAL BASE DITCH LATERAL 'V' DITCH RIP RAP AT EMBANKMENT 17BP.7.R.122 SHEET
(Not to Scale) SPECIAL CUT DITCH (Not to Scale)
(Not to Scale) \144/
(Not to Scale)
b � b Front DETAIL
�Q o� Ditch
Ground 3 j \ Fill Natural d 1 �— Fill vt a _ Natural 1 1,•1 Qt Slope Ditch ��1 O'min. 1.5'
d = D ti Slope Ground d j D `L'' 1"/Ft. Slope Ground ?.•j D \� Grade
GEOTEXTILE g OJ� Min. D= 1 Ft.
Min. D= 2.0 Ft. Geotextile GEOTEXTILE
Max. d= 2.0 Ft. Min. D= 1 Ft.
Max. d= 1 Ft. Type of Liner= CL I Rip-Rap*When B is < 6.0' B- 2 Ft. -L- STA. 12+58 TO 13+00 RT
Type of Liner= CL B Rip-Rap b= 3 Ft. Type of Liner= CL B Rip-Rap b= 3 Ft. YP p- p
-L- STA. 14+28 TO 15+54 RT -L- STA. 14+82 TO 15+41 LT -L- STA. 14+05 TO 14+28 RT
LILLIAN D. GERRINGER, ETAL
DB 3206 PG 812
EIP --
—Y— POT Stu. /0+00.00
W N
w
N � c
c P
w
-5°' J, m N O
228,22'
/ THEDBOAK 2607 GROUPG P, LC S 30°SO A�� S 33°02 07„E
,/
PB 49 PG 34 ti ^� s' IgBe 5g„E S 47°47'571' W 5� IX S L
n o SEWER EASE IS' 35.67' cp \Co°'� 8 2S°°l'4jr, °�
EIP( S 32°58'16" w m FRANK FULLER �� E MENT 6°
23,22' o DB 2452 PG 924 ��,° S6' E 0`O04'
� �-� I �' i I
PB 49 PG 34 � `O �' �� � �,�EIP EIPI W / 4
•�'o 14L66' J.-I 0 S 46 2 9'3 0° W �
o �P I I , ,6
--) '
�, s 39°04'40° E w• o CLARENCE R. MILES, JR. ��
1
u� , I .= EIP RHONDA W. MILES '' IP /00 0
o; 1 w S 41°44'05" E EIP z DB 926 PG 954 °'
MARY E. PUTNAM °o� I\ \ ��� X * w cc I o z 10 4' ww
LIFE ESTATE r� �� o o ,- z W w PB 48 PG 32 J'„ �¢ o TIE TO EXISTING SWALE
DB 270 PG 508 0 _- I o I- g IW
�� w ° '
Apo,\\ o (3 I- w Q w ' EXCAVATIO S 5 489308 W g��M ° -L 14+82 LTtom :� �� o c o LIMITSc`'\ X ,� z Qe\ a�,• a o ISBKD o = Cicc- a i
X NZ\ +II,95 Lu v v o - - ' Ic S e
n 20'CONC > o _ o�, REMOVE EXIST i - _ �, e
1 "\ L2 25.13' -• N TIMBER PIERS / o�'�, LATERAL 'V' DITCH
\ \ RETAIN EXIST/ ' SEE DETAIL B
TIMOTHY A. STEIN \ \ S 43°I5'46" E 116.86' J I;� ` S 43°I2'23" E i -EST. 20 TONS RIP RAP
HEATHER A. STEIN \ iP-72 WC�` I EIP."�I II l9'CONC 100.42' I EST. 50 SY GEOTEXTILE
DB 3195 PG 783 \ \ ,�V U I i 50 00' mpg S �. 72" CHL , GARn/�, I ki EST. 35 CY DDE
PB 48 PG 32 \ CONC mi..
M EIP �, r a�
\ „9I�� ,:�1" P 36" STONE P r 0 .o
\ / W D \I 2/'CONC's—_ V ER L� O o • `1
,r 66
\\"4 ISBKD N I 25°00' Wp * ,*1© N . Ni
-GPS- B5346-2 \\ \4a >\ +73.65 0H �Ik l00'TAPER LTA �� .." �ti y7 � 70� VIRGIL L• STADLER
\ N (2Cl' '# ti +63
43 o° +60 Q' � ' 52' ANN L. STADLER
� 1'�� � +27 ISFD +32
\ \ `rr) II M �t 50; 50' 30' ��a`' 63' DB 705 PG 912
+83.74 \\ ` FLAG' II >I"III #� xi s; �": • ;� �� +17f
52' WOODS DEBORAH S. DODSON
\\ I POLE ,CB(/y— CB ' 17a It
A _.'," .� ii' 60 ,vDB 1044 PG 100
40 v ■ H. a .. .•- . I c� 63 +86
\ v I 15,, Rif LT FLAG ? E I. VAR. HT- �, �I r oo 30'
\ S 9 W N• , PO , m_ WD AL ;t I�wf dUE \/v uE 30
-L PT Sta. 11+95.9.3 \ \ , 4 bk RETAI� ._.iib:,7::rt.47744;,
ER N. I 1 PUE PUE 42'
POSSIBLE ;N \ .� PUE PUE .��• I*DRAINAGERAI7 TALI I vy �],�����BAINA6E�A rani°1' '!� +74 PU �� PUEJB \c \`�I� IP, EIP � � 8' RCP `i t- j��� ,'' RCS m ��,��,���7� ire®: �j°j� �. 30' •1�, � END CONSTRUCTION
EXISTING R/W ��i� lw. �JI/ �, li � 1� —CC.i�c � .Tle\�1.� ��1►��r-,•_ *td VI� 1 EXISTING R/WRCP s mEREEEiiir it n a� �,' EN UNKNOW +23.63 --_ --e-�e_ a1L�.�,rJ - E ��" 7 en�� r'rl •.� �tiI _ ,1�_ ■cam .3~ - G►llyr gAIYA �� �`1SIGN _��— D1 . A - r� OM y-� q t �-� -L- POT Sta. 17+86.00
I8" RCP=w � v— — r�— —w— fFo— �� '� vAlfsm�`w® � 1 I�9" f' ���� �� 040�� _ _ S 05 W — —
_ _ _— —T— — r� — (.,,,ER 9134A-i1z-j t••lt , �IIr011rA=' "I .` ;lfiT- tom —T — w— — —T —
o SR 1529 ~ N o o �'"0
��'► �' !;�'�,c'' . - -L- _ S 43° 05' 46.8" E
o DURHAM ST0 I �EET EXTENSION foe k o rpm +0 efr'llri% cv X I lF/MIMIUSIMM CD
o — TO BURLINGTON
�u \ o I % y��l � �i��l%��� o _� DURHAM STREET EXTENSION SR 1529 20'BST
— i — — —T FO — I //la iii- �1/�I :Is it//��. ii i®atit7a1irM•1W� I \� — CFO
_ — , REMOVE I2" RC' !�•► �,,. . c P r•;; �- �� .. G— —
•
filI 1 �L-3 YYD wwi�% o C, i� e..o .4r 1 �
-L- PC Sta. 10 00.00 �40 D' v� IIIIw�a t►•���:� ►i®� r,,, r n�� _ - — — — _
+ \ t A^-�►.Y_ �_�_ r�ii�.*�:�i er�x�• n�er ��i� y�.L. je-L.�S�i is r'Z� G\ EXISTING R/W + \/\/_ I �,�I �1;! 1/ air, /���Izu•!��r i iiriu� uui.ioir.�r.. �c� le�l, P ISTING R/ EIP \ WLB
�� SPECIALcUT DITCH �!. �i!t..� ��� �Q��/P .� �.- .... .r�� $ __\
30 r 1p1 '.Iw �.. \I ., .�b_, III It/AWINi� �y�ti iigi. : 1,,,4 'Iv g. RET �' ?o' SE CEDAR HEDGEROW N
y
`47
- - - -56 a d 6' SEE DE C 1 o y" WOOD`VITAM��®® �j- r'6 / \
BEGIN CONSTRUCTION' ''. - - - \/ G - F
\ W103 ELL �R.GR i 305 N r \\21 � V� v o I �h ° \� - ± 1
�/ / CONC "Aso 40 N N ����7 .�� �� �1�� .. — o 1 ��� 9 <0
-L- POC Sta. 10+83.00 05 0� /� NN! m+60 m m o I N o TAPE w — ��, 2SFD J € qs�F �\ ±
1l r �I� ► Viz or �) F
56 ISBKD •LT 40 � , /16 N � ►" / / F
ISBKD �� 1 0 TAPE 65' °° END SBG +5 ' 07 fit;. -- — �'l ,, \ ±
Uve
.
WD �' m +83 LT & RT b CONC -Yl- POT S O+00.00 l
\ wp m 15" W/ �� -L-
STEPS S 13/
ELBOWS -4 — C. L POT Sta< I5+87*77
, I p8,73 EIP x� S 40°54'l0° E CHRISTOPHER P• JONES
RALPH EVANS RIP RAP @ EMBANKMENT , w �2•°70' 48" �X— 255°9 MARIA C, JONES
DB 2479 PG 492 —Y— POT Sta. 11+61,66 0 t SEE DETAIL D -/ 0 'it" (QQ - I N. I X� DB 1555 PG 489
-L- POT Stu. /1+98.77 B` � N PROJECT 17BP.7.R.122 EST. 10 TONS RIP RAP o BMI �� CLASS II RIP RAP I N > � LATERAL BASE DITCH PB 42 PG 43
EST. 15 SY GEOTEXTILE ° �" o �m UP TO EL. 578 9 (TYP.) ' I SEE DETAIL APPB 42 PG 103
���'4' -L y POT Ste. 12+45.00 0 o (STRUCTURE PAY ITEM) I� I z 2SFD — ' EST. 45 TONS RIP RAP r- L-Ac,,,,,,,d,o, ( $•� M I c _ EST. 170 SY GEOTEXTILE '0CD �6 0 �_ * w r EST. 195 CY DDE
o`, i 8p l! i5' „ ✓`�l• S 47°26'55° E J� o _ CONC il
M I—I
\i ' Ars * I 72 CHL
,v \OM ` L }�, S 46?2' 2" E r� 94,5
"J- `�'\ #��* w 60 00'� �� �� JOSEPH W. HARRIS
M<0 143°22' �5 • **
S 46°22'22" E 143.3�JS _� . - ✓s_�, S 43°37'38" W oo # " L '-. ❑ I X ` 7 w SHEILA J. HARRIS
18,20' 20 0o ISFDAlt 0* EIP 48" CHL 203 054'13" E a DB 964 PG 287
= j5�� N 33°l0'05" E rti
U PB 42 PG 43
10,48' WOODS I ' PB 42 PG 103
27gq E o
5 3 CONC �I o I 1
cv
2SFD
• / CONC
2 KINNIE H. LOY (6) \ LI I L O
ESTATE E i r� "�
DB 141 PG 358 EIP'" c
GEORGE T. McFARLING, III PB 10 PG 82 JESUS E. GARCIA, JR.
J N
DELORES L. McFARLING VALERIE J. GARCIA I O
DB 447 PG 812 DB 1084 PG 240
PB 34 PG 61 —YI— POT Ste. 11+87.71
END PROJECT /7BP.7.R.122
—L— POT Ste. /5+35.00
ke-
9W
-0 H
Vl C 1
>- BEGIN APPROACH SLAB END APPROACH SLAB
-4-4 -L- STA.13+56.00 -L- STA.14+50.00
-69 z-69 TYPE-III r
CD (SHOP CURVED) i TYPE III r r
SEE DETAIL 2C-2
0 1 �� -L- I °oA �Ao I a' L—
(2) rl IS)
Nr �` NOTE: P/ Ste /0+97*97
z TYPE-III =�i�TYPE-III UTILIZE SPECIAL STILLING BASIN(S) WHERE APPLICABLE. A _ l° 24' 11.7° (RT)
cc BEGIN BRIDGE END BRIDGE D = 0° 42' 58.3°
w-05- 1,0 -L- STA.13+66.88 -L- STA.14+39.13
D L - 195.93'
o DETAIL SHOWING BRIDGE /ROADWAY RELATIONSHIP T = 97.97'
o( R = 8,000.00'

PROJECT REFERENCE SHEET NO.
DETAIL C
SPECIAL CUT DITCH 17BP.7.R.122 EC 6/CONST.5
(Not to Scale)
\14/1/
Front
of Ditch
Natural N• Mgt Slope
Ground ?•/ D F\a
O,I Min. D= 1 Ft.
-Y2- STA. 10+75 TO 11+20 LT
CLEARING AND GRUBBING
EROSION CONTROL FOR
S 45°51'39' E
Io0,10' CONSTRUCTION SHEET 5
W ,, 60 p0 0
(--11-- _, \ NOTE:
PLACE TEMPORARY ROCK SEDIMENT DAMS TYPE — B
AND TEMPORARY ROCK SILT CHECKS TYPE — A AT
z DRAINAGE OUTLETS.
LARRY R. CARDWELL and
\ \
wife MARIE P. CARDWELL
S 55°14'254,503911 E DB 389 PG 201
---------------
\ \
o JOESPH P. ALLGEYER
N,0. and wife JULIE S. ALLGEYER
DB 668 PG 416
PB 37 PG 99
///o JOSEPH R. CARDWELL I SFD i v ` �N
<s9 PS DB 2947 PG 673 11 '\ `\ /
\ M3
I
III• \ \ n \
1`c ' \ \ mw I \ ` 6°
lob I \ 90 —Y2 POT Sta IO m00 0 — l— POT t l4 l 7/
7 ,4z° Y_ ;I\
\ L O S a° 2 °
I
_t , — — P� Sta, 11 40, 0
I-II R/W BL 190 \ \ 1i 9:cLige` 639
i I P �m I ��` 63 XI G .I
il
I�, 5.4�' Exis' -i 11 i \\ E
\ �,' "4El��'� --- 1 �,a / �zs
9
�. - ,•3 rq 20'PA' ED o o.
yw° 0 30.3 .' _ —L/— I
0
TO NC - �_ "RjoA/529 (DUO' � oN1 .:. oS 44° 39' 09.0 I__.4
iii
—LI— POT Sta° lO f00°00 %' �i '.�
F.
wwm �_�� �i� � . S. ..
EXISTI,G R/W ►♦ . ' - irri,. �/ Ma
EX , -GPS- B5346-I
4' \ 1140. —Y2— •,. Sta. /0 - 1.12 / X I o
3 \
II N +413 ©� � 6 �� •"EIP � I—
I c 0' � / /W :c J
6\ 8) 20: TO EIP x\���\ �0 V / 0 ��
SUSAN GRACE \ s 30 Ittisf,„:4,,vor,/;(7:,:cv,„:/04,,:#4.41/4`7-03:7:.\:
�\ IDPBB 3646PGG222 405 Neat. + ISBKD
��� �� ��fi�� \�\ 36 gK
illWG�1S\ �� fi �� yr ��/� \ \ a
��` �� \ \ lito �63 RAYNELLE De ISLEY
\ I \ 633 DB 3059 PG 380
QP�/ `\ I . ``2�� PB 67 PG 222
30.04' r v'" v I 1
—Y2— PT Sta. 101-67./7
f
�� / �, \�\ 635
4� \ \
G \�
II �� �\� SPECIAL CUT DITCH
+`S SEE DETAIL C uvo°
`/ SUSAN GRACE s�p�_
DB 3046 PG 405 '3_p,9,
PB 67 PG 222 END CONSTRUCTION
—Y2— POT Ste. /2+37.24 02) co
—Y2— POT Sta° 11+20°00
ee-
t
02) W
e-H
l C 1
r>—
V,
rn
Vr^l VJ
0
EA^ 6T Or^ VJ
rn
9 6T
9-* —Y2—
69 02)-
Pl Ste /0+4/,38
z A = 53° 3/' 2503" (RT)
ce
D = 95° 29' 34.7"
L = 56.05' DETOUR ROUTE INTERSECTION IMPROVEMENT DETAIL
R = 60.00' —L1— (SR 1529—DURHAM ST. EXT.) /—Y2— (SR 1547—ROUTH RD.)

r PROJECT REFERENCE NO. SHEET NO.
17BP.7.R.122 RF-I I
RN/ SHEET NO. I
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PLANTING DETAILS
SEEDLING / LINER ]AREROOT PLANTING DETAIL
REFORESTATION
HEALING IN DI33LE PLANTING METHOD
USING THE KJC PLANTING JAR
1. Locate a healing-in site in a shady, well TREE REFORESTATION SHALL 3E 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. ,,
t'=111E111=111E111E111-111E111-111
/\ 111E111E111-11 _ 1
• / — 1-1 I-1 1=1 I-1 I-1
2 inch
�/�\//
,/\�// ,
/\\�/// METE �I I E I_I I IE FI-T-1-11 11=1 1=1 I �111 111 h II 111-1 11=, // I11_I11 111_I 1-11 11- 111.11-11 1 1_I11 111_I11_I1
�� 11 I,11=11 i 111—I I I==111- 111 111 11 11 11, 111 111 111-11 4 ICI 1,111-11 ,
III =111— 111 =111 11 —111E111E,=111=111=11 1— 111E =1 I 1-111,11
111111IIIIIII I 1- III - 11III=III-111E111-111 .11 I_I 11-111E111E111-111E
//\ �/� 1 I_I I_I I_I I_I I_I I —III—III—III=1 1=1 —I =1 11=1 1=1 11=1TI 1=1TI=1_I
\ w- J� 111E111E111E111-11 I-111 I -1 IEI 1111111 1 1 II 1. =1 1-1 1-1 1-1 11-1 1-1 11-
\\\
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. Jackfill 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.
I
/ /� / /
/ / REFORESTATION
MIXTURE, TYPE, SIZE, AND FURNISH SHALL CONFORM TO THE FOLLOWING:
III I- 1 II 111-111 11 111-1�l;r� 111-111 E' I I-111 1 I-11 I-111
=1I 111 - 111E111=11 11 11-111 11_I11-111 111-1 111-111
111 11 411E11E111 11 111E11 111E111 El 11=111 ;,,I1=111=111 33% PLATANUS OCCIDENTALIS AMERICAN SYCAMORE 12 in - 18 in 3R
=1 11— 11 H EH 1 11 a l 511-I 1 I-I I I �1— 111=11: 111=111—
Y ' ,; III-=III=111-T=T 11= EH I-1 I 'I E111 -1 -11 L 11-111-11 I
4. Place a single layer of plants , =III—III=III=III=111=11 111 111111E111E111- -111 11=111-111=111-111=111— 33% LIRIODENDRON TULIPIFERA TULIP POPLAR 12 in - 18 in 3R
against the sloping end so that 111=111=111=III=III-11III 1 I-11 I-111=111=111=111 -1 I 1III111III111111
the root collar is at ground level.
II
4. Pull handle of bar 5. Push handle forward 6. Leave compaction
/�;: 1 toward planter, firming firming soil at top. hole open. Water 34% 3ETULA NIGRA RIVER BIRCH 12 in - 18 in 3R
/ fiiiip
I soil at bottom. thoroughly.
PLANTING NOTES:
\\
/\/\i. PLANTING JAG
During planting, seedlings
shall be kept in a moist -\--"------_.- \----% it . .
canvas bag or similar
5. Place a 2 inch layer of well rottedy ' / , K '/ container to prevent the
sawdust over the roots maintaining / root systems from drying.
a sloping angle.
/ .
/\/. :.:::;
///\\, IOC PLANTING JAR
////,% Planting bar shall have a
� // j blade with a triangular
, / : : , cross section, and shall
/j be 12 inches long,
♦/ 4 inches wide and
1 inch thick at center.
A
1
6. Repeat layers of plants and sawdust �1mi
� P�'
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.e ROADSIDE ENVIRONMENTAL UNIT
10 inches below the
root collar.
I

fe \ r I
SR 1547 sP PROJECT: SHEET NO,
` ) TIP PROJECT ,s�9 SR , 03 v
B-5346 _ STATE OF L1
17BP. 7. R.122 UO-1
SR _ •
DIVISION OF HIGHWAYS
87 SR 1638�, i \ SR • . s�,
_, I s NOTE:
SR 1666 ND9 ' ALL UTILITY WORK SHOWN ON THIS
N
, . , ....,_./ r---
SHEET IS DONE BY OTHERS.
N . ,s ,,
— '
,' N\
UTILITIES BY OTHERS PLANS NO PAYMENT WILL BE MADE TO
SR!1645 \ ,e°` THE CONTRACTOR FOR UTILITY WORK
124 -A i.1
SHOWN ON THIS SHEET.
; i - ALAMANCE COUNTY
1 SR 16501'k . <
olit; 87
�b›). ". 5°7 /
LOCATION: BRIDGE No. 3 OVER DRY CREED ON
ei. .,
s-
c., ' Glen Raven
�
., SR 1640 \. SR 1529 (DURHAM STREET EXTENSION/21:1N. 1,
v ,4 -, ioo I O
• 1��b j SR 1507 TYPE OF WORK: AERIAL POWER & COMM UNICA TION REL 0 CA TIONS
• I 100 _
,.
\'‘''9' -0,,
C.) VICINITY MAP
DETOUR ROUTE
61,...,44
) ) U 0 4
NIS DETOUR ROUTE INTERSECTION IMPROVEMENT DETAIL
til:4 BEGIN HP PROJECT B-5346I § END HP PROJECT B-5346
Imiseill —L— POT STA. 12 + 45.00 I3 I �� —L— POT STA. 15 + 35.00
I o w w /
I : >
a I / *-.
/
BEGIN CONSTRUCTION I = I > > END CONSTRUCTION
-L- STA. 10+90.00 �, -L- STA. 17+86.00
0 1 ���
Q TO HWY 87 :o/: -L -_ TO BURLINGTON
-LI-
SR 1529 (DURHAM ST EXTENSION) - _ / 1 f
SR 1529 DURHAM STREET EXTENSION , SR 1529 DURHAM STREET EXTENSION
iW
L /// ----
i I!
O
lipprps•-•___
/ IC) °
iii*:
\SS %/ BEGIN BRIDGE END BRIDGE E I
/ �� -L- STA. 13 +68.00 -L- STA. 14+38.00 I
JJ U)
i`// END CONST. -j5/
-Y2- POT STA. 11+20.00
_ism
I
C
0)
GRAPHIC SCALES ` , , PREPARED IN THE OFFICE OF: , „• .
INDEX OF SHEETS UTILITY OWNERS WITH CONFLICTS DIVISION OF HIGHWAYS
UTILITIES UNIT
0 5 0 2 5 0 5 0 10 o SHEET 11 tO.: DESCRIPTION: (A) POWER (DISTRIBUTION) - DUKE ENERGY CIVIL ENGINEERS 1555 MAIL SERVICES CENTER
0 IthilENVIRONMENTAL-CEI - RALEIGH NC 27699-1555
(B) COMMUNICATIONS — CHARTER/SPECTRUM LANDSGRVEYING
PLANS PHONE [phone]
_CU) (C) COMMUNICATIONS - AT&T ENGINEERIN UTILITY �,� •
UO-1 TITLE SHEET ENGINEERING FAX [phone]
K C J 4505 FALLS 50 25 0 50 1oo (D) COMMUNIATIONS - CENTURYLINKSUITELSOF 0 OF TRPN
RALEIGH.NORTH CAROLINA 27600
(E) WATER & SEWER - CITY OF BURLINGTON WW(CI.CO
C
-H iiiii UO-2 UBO PLAN SHEETASSOCIATES OF N.C. wwwKCLconn
1 PROFILE (HORIZONTAL) ALI KO UCHEKI, PE REGIONAL UTILITIES ENGINEER
',-' 10 5 0 10 2 0 JOHN FAISON UTILITY PROJECT MANAGER BERNIE BUMGARNER SENIOR UTILITIES ENGINEER
>Lno0
Q� c I I I ' ' JOSH BARBOUR PROJECT UTILITY COORDINATOR KYLE PLEASANT REGIONAL UTILITY COORDINATOR
00on PROFILE (VERTICAL)
cvo to JOSH BARBOUR PROJECT UTILITY DESIGNER TANGA SAMPSON SENIOR UTILITY COORDINATOR
oo>
\ I \ } ` I

PROJECT REFERENCE NO. SHEET NO.
17BP.7.R.122 UO-02
��""'"' — Fill Natural E— Natural UTILITIES B Y OTHERS
IGround •
d `•/ D 1-.' 1'/Ft. Slope Ground d= 0.1 D "0 1'/Ft. Sloope Ground \D
GEOTEXTILE B
IH Min. D= 2.0 Ft.
Geotextile r
Max.d= 2.0 Ft. Min. D= 1 Ft. ■
*When B is < 6.0' B= 2 Ft. Max.d= 1 Ft. -L- NOTE ■
L STA. 12+58 Tt
Ft. b= 3 Ft.
l
Type of Liner= CL B Rip-Rap b= 3 T e of Liner= CL B Ri -Rap
I�'' YP PP YP PP ALL PROPOSED UTILITY WORK SHOWN ON THIS
-L- STA. 14+28 TO 15+54 RT -L- STA. 14+82 TO 15+41 LT SHEET WILL BE DONE BY OTHERS . NO
PAYMENT WILL BE MADE TO THE CONTRACTOR
FOR PROPOSED UTILITY WORK SHOWN ON THIS
I LILLIAN D. DERRINGER, ETAS
DB 3206 PG 812
_P CENTURYLINK BURIED FIBER SHEET .
OPTIC TELEPHONE TO REMAIN
�,,f -Y- POT Sta. 10+00.0(
�`�
wI DUKE ENERGY , CHARTER/SPECTRUM
I . c & AT&T AERIAL LINES
1 a h`
--v / MANHOLE ADJUSTED BY THE
1 i CITY OF BURLINGTON
THE OAK GROUP, LEC
1 DB 2607 PG 393
�� PB 49 PG 34 ;^ /� CITY OF BURLINGTON
LIP S 32°58'16' w m FRANK FULLER iv,-, 8" DI WATER MAIN
/23,22' o DB 2452 PG 924 ,. '°
�� �� I PB 49 PG 34
W / 4 CENTURYLINK TO ADJUST
�, _' LIE ( I
�' O :�P O S 46°49'40' W111 FACILITIES TO 6' MIN ■ DEPTH
j S 4'40" E o
n, s 39°0
22°33' CLARENCE R. MILESg J A.
RHONDA VV. MILES
y EIP� S 41°44'05" E WEIR z DB 926 PG 954 �S w
o� 1 Q I I o 00054' w
- w Q z gw
`-\ �� V-4 B o H, w 0 R PB 48 PG 32 J+�, ,
TIE TO EXISTING SWALE
\ o o X w , 1-a EXCAVWATIO S 52°50_ .v -L- 14+82 LT
�, o o LIMITS 48°9S' c�'�,
- �r
• a o SBKD �i o O 3 � •
20'CONC +11.95 w till-
o - REMOVE =XIST/� � el
3 25°13' �; - �B TIMBER P ERS / ti ; LATERAL 'V' DITCH
'--i 7 RETAIN EXIST/ �, 0�� 0; SEE DETAIL B
i
— — — — J S 43°12'23" ECONC FOOT/ER , EST. 20 IIJ P— — I iI I9'CONC 00 42'� EST. 50 SYO GEOTEXTILE
V
> I I I Hi _ _ - - - - - S 72" E GARDEN EST. 35 CY DDE
i' E11 AR A
11
f IO y
1 ,� �I �I— —w— 1 I E �, • °,k.�
I " 115 �'� > VIRGIL Eo STADLER
_ES— E5340-2 , 1 I�ov �, +73.65
-- ' � I ��� ti ^ / +63 ANN L. STADLER
1��1 � E 43' 4 �° I +27 +32 t1 w2S +60� 52'
AT&T SPAN GUY yI3 v , 1> \ �I II I I 56' S6' 0 30 / 63 DB 705 PG 912
60 +17�y +68
DEBORAH S. DODSON
+83.74 I \ E 60 52 DB 1044 PG 100
�v I �B(� LL vE VAR. HT�' ity 1 5" F ( e ��•e
I RFT I� �� SUE Fnl RUE h WD OL ��il' +31.53�PUE PUE PR
PUE �� 42'
PUE PUE 1 \ -GI ti F — h 52' P PUE
„EIFI t,_�I — — `) _ — DE
_ — PROP 0/h POW TEL & A c `-- EI1-�"' END CONSTRUCTION
_ 1 ���ROP 0/H POW ET & C`YAL�IN \ _ —i _ _ _ — — — — — _ �/ABAivuON ' PROP 0/H POW TEL & CATV LINES ,TING: R/W , '
V-�--V � i_ -W—ruT A A#1 _T - _ ANDON c� B ND R L POT Sta. /7186°00
� 111 AB
.' - _ - W- BAAI
— — —T—� N A
AT&T BURIED CABLE AND ' �� ABANDON Ali _
\V o O ,., Ai 34°05►�i`� �40 ion' o� S l)� 46°8�� E o
TIE I N POINT /° I ABA I '�� +03,13 �� o TO BURLINGTON
° ;�r (1. o STREET EXTENSION SR 1529
-, i W I AM 1 1 20' „ST
— — I —T 0— — //1►�/!L�®IIiJ3 ►�ImT'eil . z — -- a���w�� —
_ _ _ _ — _ _ _ _� — KtMUVE 12" h P;iR " —G �� BSI ®� ��. A >A et/ — — G— — — — -
- _ D W w rii 0 4` -ill SS 7
-L- /-)L ra. /0+00.007 \%� � / 1- <040$>1 o _L-3 W r���� — ' —�1 — — — Oz
�� Ex +79 • �- I ► a �' 'r�>teq . ' d IP
SPECIALc6,UT DITCH1 ISTING R/�
30' DETM. o� k F �l e � �� ,7iiti ,. E CEDAR HEDGEROW
56' 2 2 ' SEE DE C W '� WOODY wk
O I j +65 Q� -' v . 0°5j 0 P '� I � 0,�05°
BEGIN/ CONSTRUCTION � WELL }� v�R.eR l 30' b��ZR 25' o _ ��� o ��
+85 I I vt- �N m m m o 1 W -i .0,
L POC Sta. l0+83.00 — 30' +60 �7 0'TAPER
SAD �� ,
56' 4_ ISBKD LT 40' r r 1 o 1 1 iI �F�
O'TAPE I / 9
/ 1,, A 65 °° END SBG 07
WD +83 LT & RTII
I = -Yl- POT So +00°00
la 3 I u
�� y 15 wr 1 ,-4 L POT Sta. /4+87.77 IIII
WE_ �� ELBOWS I1 - T
CHRISTOPHER Po JONES
RALPH EVANS RIP RAP @ E ANKMENT w 8
DB 2479 PG 492 —Y— POT Sta. /1+6/°6 ' �� �EIF x
s 4o°54'Io' E MARIA Ce JONES
f B PROJECT l7BR°�°R°l22 EST. 1OT DETAIL S RIP RAP o �� BI'vi �_ 1 �I s, I x�XX DB 1555 PG 489
L POT Sta. 11 98°7/ CLASS II RIP RAP 1 ► LATERAL BASE BITCH PB 42 PG 43
EST. 15 • GEOTEXTILE ° o ;m UP TO EL. 578.9' (TYP 1 '1„ �� ,I SEE DETAIL A��° PB 42 PG 103
o °L� Q L,- POT Sta. l2145.00 o 2 c� -.� o / (STRUCTURE PAY ITE E �� - � D �r EST. 45 TONS 'IP RAP 7-,,,--/,..„
a - 1, N -i 11 I 2'1,/ 21 I I L IN Z ,I 1 J EST. 170 SY eEOTEXTILE c`3 4r "' - �1 �� 1 H� EST. 195 CY I DE % L
X
�� . ✓
9. - k! IF!S S '� S 4E°26'55" E JS— � '� S _
zi c'_11L
8„
%�. 94°5 C N -- - 72
Imo, ��
,� S 46 2 22" E '� flfl I / --
��� r � - 1 CHL
43°22' �S S 4 �3 W oo = '�� �1 s X c-, JOSEPH W. HARRIS
S 46°22'22" E JS - - a
43 3' I8°2o' z ISFD 40°54'13" E a SHDEEIL A J.HARBRIS
o 00' 1 1 E 48" CHL 2 3,0 '
j_y_r i 4 2
j5�� N 3 1 0 0 5" E �� C 1 ------ PB 42 PG 43
10.48' ws I O S PB 42 PG 103
WOODS S I m I �1
�_ - 20°44'22'E � / 0 41
5 2°73' CONC z N 2S P
z
�� KINNIE H. 0Y w i_ -
DUKE ENERGY , CHARTER /SPECTRUM RGE T. McEARD I".Ic DB 1ESUS E. GARCI 9 JR° SIP
���LORES L. McE
& AT&T SPAN GUYS VAEERIE J. G OA
'B 1084 PG 40
PR I3 P5 FI
PIEDMONT GAS MAIN
TO REMAIN MANHOLE ADJUSTED BY THE
CITY OF BURLINGTON
DUKE ENERGY & CHARTER / SPECTRUM DUKE ENERGY , CHARTER /SPECTRUM
AERIAL LINES & AT&T AERIAL LINES
AT&T BURIED CABLE AND
TIE IN POINT

0 5 10 PROJECT REFERENCE SHEET NO.
17BP.7.R.122 - ALAMANCE 3 X-1
150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 10 20 30 40 50 60 70 80 0 100 110 120 130 1401 150
c
N
590 I 59�
W
W
580 - - - 7 - - - - 7. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - _ — _ _ _ _... '0 _ 0.020 0.020 I I SRn
o
o
570 13 570
N
Q.: N
cc
v...
v) 1-:
590 (4 .590
x
w
W
_ 0.020 0.012 _
580 - — 58i.67 . . � �� -1, _ . . _ _
580
I o O n 579.30 - - - - - - - — —
--- - — — — -- _ _ _ _ _
570 12 + 75 . 00 570
N 1
I-
.590 x 590
W
_ _ _ _ _ _ _ _ . . _ _ - - - - - -------- ----T - - - --T------. 0017 0.008
580 wI I580
Q.
- - - - _o 0
W W
--- __ _. __ _ _. __ , _ , _ _ _ _ _ _ _ _ _
570 12 + 50 . 00 570
I 1
i0 QC
590 11 k 590
W
— - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.0Th - 0.007 _
580
_a 0 -W 0 ` _ - - __ _____ _______ -- � .
570 12 + 45 .00 570
N x
z cr
k:
O,
-o 59� W
Q 590
X
��, Sf3� T 582.25 - - � _ 580
N m Q.
0 OI4J 0 —
L1J
x — — — — —— — — — — — — — — —
12 + 25 . 00
570 570
,i
C\ls) ou(ji)_1 I —/ . —
o�
LC
0 150 140 130 120 110 100 90 80 70 60 5-0 40 30 20 10 0 10 20 30 40 50 6-0 70 80 90 100 110 120 130 140 150

0 5 10 PROJECT REFERENCE SHEET NO.
17BP.7.R.122 — ALAMANCE 3 X-2
5f3n 0.020 0.020 1 5R0
— — — _ v) e ee ue a ee ue uo lw� - V)
570 570
_
56E.36
55Q 14 + 00 . 00 560
N
590 590
v) c
Li _ n
_ 10.020 0.020 1-"
580 — __ _ _ _ — _ iietne ee ee ee�ee ee salsa e�� 5�n
- - _ _ _ - - - - - - -, 1 580.77 \1
Lu
I — - - —
570 _ -- - � ` - - - r- _ _ 570
. . .
560 13 + 75 . 00 560
590 590
v Q
V N
I,
�. [ 0.020 — 0.020 1
5 I — _ _ - - f� III 58�.81 I '-� ?I 5f3c�
L.., �. \
570 — e— _ 570.
\
13 + 68 . 00
560 BEGIN BRIDGE 13 + 66 . 88 560
I
590Lt
x 590
V ti
W
0.020 0.020
580.93 I \\ Zfi
0 W u
570 . .570
13 + 50 .00
c
is.:N
Q 590 590
x Liv)
QC 1-Li
c� 58 al
a. 1 .15 �\ 5f30
x
57�0_
1 13 + 25M0 57n
0
T,
0
c- 3L0 / . _
1
��° 1
= - - -
o�
0 150 140 130 120 110 10 0 90 80 70 60 5-0 40 30 20 10 0 1 . 20 30 40 5-0 6-0 70 80 90 100 110 120 130 140 150

0 5 10 PROJECT REFERENCE SHEET NO.
17BP.7.R.122 - ALAMANCE 3 X-3
150 140 130 120 110 100 90 80 70 60 50 40 0 20 10 0 10 20 30 40 50 60 70 80 0 100 110 120 130 140 150
I
ct
590 N
990
W
580 0 020 0_020 — — —
- - —
.J8072 _ _ —
a. \ / 589
- - - - - - - - - - - - 575.36
570 ,// 570
—/
/
/
14 + 75 . 00
SF0 .560
.590 - cr .590
o
Lu
580 0.020 0.020 — — — — 5801
/ 4. 580.79 a. ..... K — __________ _
- - - - - - - - - - - - - - - - - ---- J
� � _.,�/ 575.22
14 + 50 . 00
560 .560
.590 = cc .590
W
5�� 0.020 — — 0.020 580
5s0-7� a. —
\ r 570
—
�..
— 14 + 38 . 00
560 .560
END BRIDGE 14 + 39 .13
590 590
— — x
Lk,
X
580 o.020 0.02o 580
Q ee ee uelee ee eejeeHHele ee ee
--
Nm \\ /
X -_-. - _ - ____
' 14 + 25 . 00
560 i .56
cr 3 Lo
NE
oCID
LC _/ . _
0 150 140 130 120 110 100 90 80 70 60 5-0 40 I 20 10 0 10 20 30 40 50 6-0 70 8-0 90 100 110 120 130 140 150

0 5 10 PROJECT REFERENCE SHEET NO.
17BP.7.R.122 — ALAMANCE 3 X-4
150 140 130 1 120 110 100 90 80 70 60 50 40 30 20 10 0 10 20 30 40 50 60 70 80 0 100 110 720 130 140 150
N
c �
ct
.590 I v .590
V
580.53
W W
570 15 + 50 . 00 570
cN
590 X .590
U ►�
5f3� _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � — _ y� � 0.010 0.000 ?. _ - - � _ - - - - 589
2 58U.55 //
577.03 W 5/6./3
576) 15 + 35 . 00 .570
599 N .590
V 3u
580.58 a. 7
_.- ____. ___ _ _ _ _ _ _ _ _ _ _ _ _ _. 0.010 0.004 ill - - - , _ _ ._._._ ___ _ _ _ _ _
0 0
576.74 W W 580
576.38
15 + 25 . 00 570 .57n
ct
590 590
V
0-1 x _ _ _
V _ - - - - - - - - ` - -
580 3 0.014 _ __0.014 - 5 3n
x % i 580.65 ` — —
— - — 576.)2 575.50
c_o
cJm - -
570 -570
Nm 15 + 000
Q
X
U
X
,i
cr 3Lc)
—1
NN—oc_o 1
0� - - - = I
o�
0- 0 150 140 130 120 110 100 90 80 70 60 5-0 40 30 20 10 0 10 20 30 40 50 6-0 70 8-0 90 100 110 120 130 140 150

0 5 10 PROJECT REFERENCE SHEET NO.
17BP.7.R.122 — ALAMANCE 3 X-5
150 140 130 1 120 110 100 90 80 70 60 50 40 30 20 10 0 10 20 30 40 50 60 70 80 0 100 110 120 130 1401 150
6.50 6.50
N
W Lu k ��
W � W
640 � 640
EXIST EXIST 4 —
i
W 2 1 O
6306-30
11 + 00.00
650 c
v 6.50
w
W
640 -L,- 640
_ _ _ _ _ _ _ _ _ _ _ _ _ _ — _ _ _ EXIST EXIST
634.83 636.76 � � —
O4
. 4.1
6302 Q. 6.30
10 + 75 . 00
650 o = 650
N
w
W
640 —L,— 640
I EXIST _ EXIST
—_ _ —
I W W W
6306_30
10 + 50 . 00
650 . . 6.50
-L,-
640 640
I - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ - - - EXIST EXIST — y — — _
W
Q
630630X 10 + 25 . 00
12c
KE 1
�(N
.1_
LO(N
Lal
N m
Q
X637.59 - , -
0
10 + 00 . 00X 630 i
E, y2
0 630
X O�
0° 0 150 140 130 120 110 100 90 80 70 • I 5-0 40 30 20 10 0 10 20 30 40 5-0 6-0 70 80 90 100 110 120 130 140 150

0 5 10 PROJECT REFERENCE SHEET NO.
17BP.7.R.122 - ALAMANCE 3 X-6
150 140 130 120 110 100 90 80 70 60 50 40 0 20 10 0 10 20 30 40 50 60 70 80 0 100 110 720 130 140 150
1
1
i
650 • 3cc (� 6501.
v)
W W
640 640
- - , _ - - - - - - - - - - - - - - - - - - - — -- - - 7 - - 635.94 - - - - -- - - - - - - - - - - - - _ - - - -_ - - - - _ — - -
C)_�� W W W w 6.3
l'/
11 + 25 .00
650 \ 650
0
U
T 640 640
Q
X
� — - - - - - - - - - - - - - - - - 4.1 — — EXIST EXIST 4 � _ - - - - - - - - - - - - - - - - - -
•
Q 63E.0� �� - - - _ — r
I
ILc S 6-30 W W O � C)-1
N m
Q
x 11 + 20.00
U
0
o�
0 150 140 130 120 110 100 90 80 70 60 5-0 40 C I 20 10 0 10 20 30 40 5-0 6-0 70 8-0 90 100 110 120 130 140 150

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
13+50 14+00 14+50
BEGIN BRIDGE SPAN A END BRIDGE
FILL FACE 0 END BENT 1 FIX. FIX. FILL FACE 0 END BENT 2
STA. 13+66.88 -L- STA. 14+39.13 -L-
G.P. EL. 581.24 1'-7" BERM 1'-0" MIN. EARTH BERM G.P. EL. 580.94
- 590 W 4
(TYP.) (TYP.) W
_ BEGIN FRONT SLOPE -1-1 BEGIN FRONT SLOPE
- STA. 13+59.48 -L- LOW CHORD ( LOW CHORD 0 +l STA. 14+46.53 -L-
G.P. EL. 581.27 END BENT 1 END BENT 2 G.P.09 EL. 580.91
- EL. 578.63 BASE DISCHARGE EL. 578.34 "' (-)0.9273% 0 (-)0.4085%
w (0100)
- EL. 579.1 �`'
-� - IH PVI STA. 13+00.00
o, - 580 +I�--- -�� \\ 77,
+1 +l +� T -- �-7--- +I; EL. = 581.51
° _ ` M 19EXISTING +' M "' VC = 100'
ri o n SUBSTRUCTURE c� o
o - �, APPROXIMATE I J I I (TYP.) I I •; J I i i, ' tn GRADE DATA -L-
00 - NATURAL `1
0
w GROUND LINE 4if
W J `,� w i'r J
I - I I I L� I A w
121
- 2'-0" MIN. PILETTT T�\ L�- [ELN:W56.S8:.3 li _J -� �' 1'-0" MIN.
CD I -- 570EMBED. (TYP.) 74T
-3-2016 �� 7 (TYP.)
Cl) - SLOPE TO SLOPE 11/2:1 (TYP.)
r -- : 1 SLOPE TO
w _ HYDRAULIC DATA:
DRAIN l +, m DRAIN"' - HP 12 X 53 STEEL PILES +l J CLASS II
m (TYP. EA. END BENT) EXCAVATE TO 0 co w RIP RAP * 1'-6" TO DESIGN DISCHARGE = 1760 CFS
w EXCAVATE TO- EL. 572.40 ± EL. 572.40 ± (TYP.) UNCLASSIFIED FREQUENCY OF DESIGN FLOOD = 25 YEAR
o - STRUCTURE DESIGN HIGH WATER ELEVATION = 577.7
w �- EXCAVATION DRAINAGE AREA = 3.27 SQ. MI.
FILL IN SCOUR ' w UNCLASSIFIED BASE DISCHARGE (Q 100) = 2270 CFS
c 560 HOLE WITH STRUCTURE (TYP.) BASE HIGH WATER ELEVATION = 579.1
;� CLASS II RIP RAP RETAIN EXISTING EXCAVATION
i CONCRETE FOOTERS (TYP.)
END BENT 1 END BENT 2 OVERTOPPING FLOOD DATA:
.3 OVERTOPPING DISCHARGE = 3050 CFS
L SECTION ALONG SURVEY - L - OFVERTOPPINGEQUENCY FLOOD FLOODTOLEVATION NG FLOOD
= 580.6
can * * OVERTOPPING OCCURS AT
o ROADWAY STA. 15+35.00 -L- ROADWAY CENTERLINE
L
+ TOTAL BRIDGE LENGTH = 72'-3" (FILL FACE TO FILL FACE)
o -'
L 36'-11/2"
V)
7
....
1'-0" MIN. !;
-\
EARTH BERM i
EARTH BERMm (TYP.)
c� EL. 573.54
(LEVEL) 16
cn 7U N.. /
c\J
i / 4 O,
/
o L ,k /i I
N/
M
o --1 A-- r I HEREBY CERTIFY THESE PLANS
o _ n n �, 1 n - ARE THE AS-BUILT PLANS
01
E
W.P. #1 W.P. 1*2
O STA. 13+66.88 -L- 1 STA. 14+39.13 -L-
a FILL FACE 0 END BENT 1 i FILL FACE 0END BENT 2
Co
M BEGIN APPROACH SLAB BRIDGE END APPROACH SLAB
m, 1 STA. 14+03.00 -L-
ao STA. 13+56.00 -L- I STA. 14+50.00 -L-
7 I
-o TO SR 1547
No
SURVEY -L-
c lit , . .
0 i�:: •o TO SR 1642
0
0
BEGIN FRONT SLOPE / 90 °-00 BEGIN FRONT SLOPE
+ STA. 13+59.48 -L- (TYP.) STA. 14+46.53 -L-
0
c PROJECT No. 17BP . 7 . R . 122
- �, L� u -CO E Al ALAMANCEJs-
__ ALAMANCE COUNTY
/ / \
8 I/ ,� STATION: 14 + O3DOO - L -
o / c�, EXISTING
N / �`' SUBSTRUCTURE : • •., ite:ti e
7 v
co CLASS II / (TYP.) EARTH BERM SHEET 1 OF 2 REPLACES BRIDGE *3
0 RIP RAP o EL. 573.26 STATE OF NORTH CAROLINA
(TYP.) (LEVEL) DEPARTMENT OF TRANSPORTATION
L o •
1'-7" BERM '+'"`
.;..
.� RALEIGH
(TYP.)
6 : PLANS PREPARED BY: GENERAL DRAWING
...
. // / IMPSON CARO ss• FOR BRIDGE ON SR 1529
NGINEERS ,°ie` s `,,,, ,,s N Ls sS/0,;,•. (DURHAM STREET EXTENSION)
c\I PLAN ( • _ SSOCIATES N .
` `�803 DB9 4,� _ � �AL � : _ OVER DRY CREEK
O 5640 Dillard Drive : t 11268 : : BETWEEN SR 1547 AND SR 1642
•
M A Suite 200 Cary, NC 27518 �."4, I Nc ..
8 [phone] (Fax) •• $.
Cn [phone] ,•.,e)j.• I••••••C,o0.,,••' 30'-6" CLEAR ROADWAY - 90 ° SKEW
www.simpsonengr.com
,,1;
N """s��t,•
REVISIONS SHEET NO.
DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 7/17/2019 NO. BY: DATE: NO. BY: DATE: S-1
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
BM 41 RR SPIKE IN 20" BEECH, STA. 13+99.06 -L-, 123.47' RT., EL. 576.85
I NOTES:
----7----_______ \
I / / W ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.
I OODS
\I � 36" BK WALL ///
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.
II /1/
IF \ I .
10 THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
I r)
1 / � 4 FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN.
\ / 'I FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.
I / /
\ 1 REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO ALLOW DEBRIS TO FALL INTO THE WATER.
r // / THE CONTRACTOR SHALL REMOVE THE BRIDGE AND SUBMIT PLANS FOR DEMOLITION IN ACCORDANCE WITH ARTICLE
I / / 402-2 OF THE STANDARD SPECIFICATIONS.
cIF /
°' _ I VAR. HT. / / SHOWNCROSS-HATCHED _ EXCAVATED
_ I /
THE MATERIAL IN THE AREA ON SHEET S 1 SHALL BE EXCA FOR A DISTANCE OF 30 FT. LEFT
o QD, I WD WALL // AND 35 FT. RIGHT OF CENTERLINE ROADWAY AT END BENT 1 AND 60 FT. LEFT AND 30 FT. RIGHT AT END BENT 2
0 \ _ PROPOSED GUARDRAIL
AS DIRECTED BY THE ENGINEER. THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR
00 — \ — / BRIDGE (ROADWAY DETAIL & UNCLASSIFIED STRUCTURE EXCAVATION. SEE SECTION 412 OF THE STANDARD SPECIFICATIONS.
o
I ___
� I STA. 14+03.00 -L- // PAY ITEM) (TYP.) THE EXISTING STRUCTURE CONSISTS OF 3 SPANS, 1 C� 17'-8", 1 ( 17'-0" AND 1 ( 17'-8" WITH A CLEAR ROADWAY WIDTH OF 23'-1".
cI —__ I .,� �� / / THE SUPERSTRUCTURE CONSISTS OF TIMBER DECK ON TIMBER JOISTS. THE END AND INTERIOR BENTS CONSIST OF
\ 7 T T T T T T T T TIMBER CAPS ON TIMBER PILES WITH CONCRETE SILLS AT THE INTERIOR BENTS AND WITH TIMBER BULKHEADS AT THE
N ( END BENTS. THE EXISTING STRUCTURE, WHICH IS LOCATED AT THE SITE OF THE PROPOSED STRUCTURE, SHALL BE REMOVED
- i J - EXCEPT RETAIN EXISTING CONCRETE FOOTERS. THE EXISTING BRIDGE IS PRESENTLY POSTED FOR LOAD LIMIT. SHOULD
w —'— —j- i-
ro — _I_ - THE STRUCTURAL INTEGRITY OF THE BRIDGE DETERIORATE DURING CONSTRUCTION OF THE PROPOSED BRIDGE, THE LOAD
LIMIT MAY BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.
L I
m
H THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM THE BEST INFORMATION AVAILABLE.
0 TO SR 1547 SURVEY -L- SINCE THIS INFORMATION IS SHOWN FOR THE CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE NO
I / CLAIM WHATSOEVER AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST INCURRED
) � I II �` BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS AND THE ACTUAL
c I TO SR 1642 CONDITIONS AT THE PROJECT SITE.
i
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC 18-EVALUATING SCOUR AT BRIDGES."
c I
3 FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
O i _, ___ __I__
Lr 1:1 /- ,,,, tr
H i FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
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a) ~ 1 / �� 11��, FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
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(TYP.) FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
0
L .4. EXISTING ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY PLANS.
+ ��" STRUCTURE
7 CLASS II ___- / �' / FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES, SEE SPECIAL PROVISIONS.
l
o RIP RAP
/ O / AT THE CONTRACTOR'S OPTION, PRESTRESSED CONCRETE END BENT CAPS MAY BE SUBSTITUTED IN PLACE OF THE CAST-IN-PLACE
� -
CAPS. THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO RECEIVE REVISED PLANS AND DETAILS FROM
m / /
THE STRUCTURES MANAGEMENT UNIT. THE REDESIGN AND ANY ADDITIONAL MATERIALS NEEDED WILL BE AT NO ADDITIONAL
N COST TO THE CONTRACTOR.
WOODS FOR UTILITY INFORMATION, SEE UTILITY
N I PLANS AND SPECIAL PROVISIONS. RIP RAP QUANTITIES AT END BENT 1 INCLUDE ADDITIONAL AMOUNTS REQUIRED TO FILL SCOUR HOLE AT EXISTING INTERIOR
BENT.
N
0 LOCATION SKETCH
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0
C
0
0
O TOTAL BILL OF MATERIAL
REMOVAL PILE DRIVING I 3'-0" X 2'-0"
w PILE PILE UNCLASSIFIED BRIDGE STEEL TWO BAR 1 -2 X 2 -9/2 RIP RAP GEOTEXTILE
OF ASBESTOS CLASS A REINFORCING EQUIP. SETUP HP 12 X 53 ELASTOMERIC PRESTRESSED
ro EXISTING ASSESSMENT EXCAVATION EXCAVATION STRUCTURE CONCRETE APPROACH STEEL FOR HP 12 X 53 STEEL PILES PILE METAL CONCRETE CLASS II FOR BEARINGS CONCRETE
m
ISTRUCTURE IN SOIL NOT IN SOIL EXCAVATION SLABS STEEL PILES POINTS RAIL PARAPET (2/-0" THICK) DRAINAGE CORED SLABS
7 LS LS LF LF LS CY LS LB EA NO. LF EA LF LF TON SY LS NO. LF
-°
0 SUPERSTRUCTURE 125.00 140 LS 11 770
c
O END BENT 1 LS 21.8 2,638 7 7 105 7 85 95
o END BENT 2 60 15 LS 21.8 2,638 7 7 105 7 70 80
0
+ TOTAL LS LS 60 15 LS 43.6 LS 5,276 14 14 210 14 125.00 140 155 175 LS 11 770
0
FOUNDATION NOTES:
c FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS. PROJECT NO. 17' BP . 7' . R . 122
0
� PILES AT END BENT 1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 85 TONS PER PILE. A L A M A N C E COUNTY
0
7
DRIVE PILES AT END BENT 1 TO A REQUIRED DRIVING RESISTANCE OF 145 TONS PER PILE.co 14 + 03D00 — L -
8 PILES AT END BENT 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 85 TONS PER PILE.
STATION:
CV
can DRIVE PILES AT END BENT 2 TO A REQUIRED DRIVING RESISTANCE OF 145 TONS PER PILE. SHEET 2 OF 2
+
O STEEL H-PILE POINTS ARE REQUIRED FOR STEEL H-PILES AT END BENT 1 AND END BENT 2. FOR STEEL STATE OF NORTH CAROLINA
—o PILE POINTS SEE SECTION 450 OF THE STANDARD SPECIFICATIONS. DEPARTMENT OF TRANSPORTATION
L
RALEIGH
7 CONCRETE OR GROUT IS REQUIRED TO FILL HOLES FOR PILE EXCAVATION AT END BENT 2.
DRILLED-IN PILES MAY BE REQUIRED FOR END BENT 2. IF REQUIRED, EXCAVATE HOLES AT PILE LOCATIONS
PLANS PREPARED BY: GENERAL DRAWING
0_ TO ELEVATION 564 FT. AND WITH A MINIMUM PENETRATION OF AT LEAST 3 FT. INTO ROCK AS DEFINED BY S
�%.0. ��CARO -'4 FOR BRIDGE ON SR 1529
IMPSON ,
ARTICLE 411-1 OF THE STANDARD SPECIFICATIONS. FOR PILE EXCAVATION, SEE SECTION 450 OF THE NGINEERS ,, ,,.,m.....0 %
N STANDARD SPECIFICATIONS. • L SSOCIATES = (DURHAM STREET EXTENSION)
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o 803( B9 � OVER DRY CREEK
5640 Dillard Drive11268 BETWEEN SR 1547 AND SR 1642
Suite 200 ••
M Cary, NC 27518 \FA,,I NEeke
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REVISIONS SHEET NO.
S.D. COOPER7-19 LICENSURE NO. C-2521 7/17/2019
DRAWN BY: DATE: NO. BY: DATE: NO. BY: DATE: S-2
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
N SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
LOAD FACTORS:
LOAD A \ D PESISTA \ CE FACTOR PATI \ G ( LFD ) SUIVIVAPY FOP PRESTRESSED CO \ CRETE GIPDEPS DESIGN LIMIT STATE Mc YDW
LOAD RATING STRENGTH I 1.25 1.50
STRENGTH I LIMIT STATE SERVICE III LIMIT STATE FACTORS SERVICE II 1.00 1.00
MOMENT SHEAR MOMENT
c z z z
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0I J I- 0 C Z 0 11 p CC H CC 0 CC Z W H CC 0 CL Z W 0 1Y H CC 0 CC Z W Z
CC J U = CC Z J 0 0 Z W < CC 0 Z W < J 0 CC 0 Z W Q W
W W H CDZ Hp HH V) WH I- I- H Z 0 HHZ I- I- H Z 0 H H Z WH I- I- H Z 0 HHZ
CC > = HO ZQ ZI- r7 Z > CD V) CD I- < CC V) l_ Q V) CD I- < CC V) l� Q > CD V) CD I- Q Ct N Q NOTES:
J w W W H 0 0 H Q , 0 H Q H Q < W H I-I W W H Q < W I-1 H W W HQ H Q Q 0_ H I-I W O 0
I J > � .� U J � � " � J L_ 0 LL � cn c� p J (1) p LL � cm cp p J cn J L_ p � � � " p J `" �' MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
N HL-93(Inv) N/A 1 1.006 -- 1.75 0.273 1.03 70' EL 34.5 0.507 1.32 70' EL 6.9 0.80 0.273 1.01 70' EL 34.5 SERVICE II LIMIT STATES.
I
MHL-93(0pr) N/A -- 1.341 -- 1.35 0.273 1.34 70' EL 34.5 0.507 1.72 70' EL 6.9 N/A -- -- -- -- -- ALLOWABLE STRESS FOR SERVICE II LIMIT STATE ARE AS REQUIRED
ro DESIGN FOR DESIGN.
m LOAD HS-20(Inv) 36.000 2 1.306 47.02 1.75 0.273 1.34 70' EL 34.5 0.507 1.65 70' EL 6.9 0.80 0.273 1.31 70' EL 34.5
RATING DISTANCE FROM LEFT END OF SPAN IS MEASURED FROM C BEARING.
HS-20(Opr) 36.000 -- 1.74 62.64 1.35 0.273 1.74 70' EL 34.5 0.507 2.14 70' EL 6.9 N/A7
-- -- -- -- --
c SNSH 13.500 -- 2.917 39.379 1.4 0.273 3.75 70' EL 34.5 0.507 4.87 70' EL 6.9 0.80 0.273 2.92 70' EL 34.5
iL
7 SNGARBS2 20.000 -- 2.187 43.741 1.4 0.273 2.81 70' EL 34.5 0.507 3.47 70' EL 6.9 0.80 0.273 2.19 70' EL 34.5
CP
c SNAGRIS2 22.000 -- 2.077 45.69 1.4 0.273 2.67 70' EL 34.5 0.507 3.23 70' EL 6.9 0.80 0.273 2.08 70' EL 34.5
.o
L SNCOTTS3 27.250 -- 1.452 39.565 1.4 0.273 1.87 70' EL 34.5 0.507 2.43 70' EL 6.9 0.80 0.273 1.45 70' EL 34.5
0 >
can v) SNAGGRS4 34.925 -- 1.218 42.554 1.4 0.273 1.57 70' EL 34.5 0.507 2.03 70' EL 6.9 0.80 0.273 1.22 70' EL 34.5
a)
L
SNS5A 35.550 -- 1.191 42.346 1.4 0.273 1.53 70' EL 34.5 0.507 2.06 70' EL 6.9 0.80 0.273 1.19 70' EL 34.5
D SNS6A 39.950 -- 1.095 43.747 1.4 0.273 1.41 70' EL 34.5 0.507 1.88 70' EL 6.9 0.80 0.273 1.10 70' EL 34.5
L
V) LEGAL SNS7B 42.000 -- 1.043 43.801 1.4 0.273 1.34 70' EL 34.5 0.507 1.85 70' EL 6.9 0.80 0.273 1.04 70' EL 34.5
8 LOAD TNAGRIT3 33.000 -- 1.336 44.087 1.4 0.273 1.72 70' EL 34.5 0.507 2.23 70' EL 6.9 0.80 0.273 1.34 70' EL 34.5
RATING
cc
TNT4A 33.075 -- 1.342 44.401 1.4 0.273 1.72 70' EL 34.5 0.507 2.17 70' EL 6.9 0.80 0.273 1.34 70' EL 34.5
co
0 CONTROLLING LOAD RATING
`V TNT6A 41.600 -- 1.1 45.746 1.4 0.273 1.41 70' EL 34.5 0.507 1.98 70' EL 6.9 0.80 0.273 1.10 70' EL 34.5
TNT7A 42.000 -- 1.106 46.462 1.4 0.273 1.42 70' EL 34.5 0.507 1.94 70' EL 6.9 0.80 0.273 1.11 70' EL 34.5
N O DESIGN LOAD RATING (HL-93)
o 1- TNT7B 42.000 -- 1.147 48.18 1.4 0.273 1.47 70' EL 34.5 0.507 1.8 70' EL 6.9 0.80 0.273 1.15 70' EL 34.5
m 0 DESIGN LOAD RATING (HS-20)
TNAGRIT4 43.000 -- 1.089 46.838 1.4 0.273 1.4 70' EL 34.5 0.507 1.74 70' EL 6.9 0.80 0.273 1.09 70' EL 34.5
M
0 TNAGTSA 45.000 -- 1.026 46.175 1.4 0.273 1.32 70' EL 34.5 0.507 1.74 70' EL 6.9 0.80 0.273 1.03 70' EL 34.5 © LEGAL LOAD RATING
o
o TNAGT5B 45.000 3 1.013 45.579 1.4 0.273 1.3 70' EL 34.5 0.507 1.66 70' EL 6.9 0.80 0.273 1.01 70' EL 34.5 i SEE CHART FOR VEHICLE TYPE
E
0
GIRDER LOCATION
M
L;' I - INTERIOR GIRDER
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7 EL - EXTERIOR LEFT GIRDER
-° ER - EXTERIOR RIGHT GIRDER
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c 0 PROJECT NO. 17BPJ . R . 122
0
�> © ALAMANCE
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© . 14 + 03D00 - L -
00 STATION.
N
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+ END BENT 1 END BENT 2
0
O STATE OF NORTH CAROLINA
.o DEPARTMENT OF TRANSPORTATION
LLRFR SUMMARY RALEIGH
7
CD SPAN A PLANS PREPARED BY:
SITMPSON .�`' CARp���'• LRFR SUMMARY
ENGINEERS Deg ac�••• lii7,•,
N • SSOCIATES i
��. [27 '065S/V %I .803�, B9 : 7Q / CORED SLAB UNITS
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8 [phone] (Fax) '• s C�t•`
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0 www.simpsonengr.com
7/17/2019 REVISIONS SHEET NO.
• DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 NO. BY: DATE: NO. BY: DATE: S-3
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 1 3 TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
33'-0" :i ;'
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N N `—�/ \`—� \`—�/ \`—� \`—� \`—�/ \`—� \`—�/ \`—� \`—�/ \`—� 2 SPA.-7L6 SPA. 2 SPA.
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CO 2"' CTS. 2'" CTS. 2'" CTS.
Cl) SHEAR KEYS TO BE FILLED
(FOR PRESTRESSED STRAND LAYOUT, SEE INTERIOR SLAB SECTION
M 0.6" 0WITH GROUT AFTER L.R. TRANSVERSE ALL ERECTION HAS BEEN COMPLETED AND AFTER INTERIOR SLAB SECTION.) (7 0'-0" UNIT)
' POST-TENSIONING STRANDS FINAL TENSIONING OF TRANSVERSE STRANDS
co 3 -0 IN 21/2" 0 HOLES (28 STRANDS REQUIRED)
0
v 16,_6„ 16'-6" -. 3,_0„ 006110 LOW
L 11 PRESTRESSED CONCRETE CORED SLAB UNITS = 33'-0" + 8%2„ 9 2" i 9�2" 81/2„ ►I.
RELAXATION STRAND LAYOUT
co
HALF SECTION HALF SECTION 1'-2" ,I4„ i 4"I� 1'-2" DOWELI/HOLES ® BOND SHALL BE BROKEN ON THESE STRANDS FOR A
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'3 45 S10 DISTANCE OF 12 0 FROM END OF CORED SLAB UNIT.
(AT INTERMEDIATE DIAPHRAGMS) (THROUGH VOIDS) N I I I 1 3
o -�, 3 j 11" CL. SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.
v TYPICAL SECTION ° •!:I .e•. .•.. I.•,.I .�. . ;:
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L * - THE MAXIMUM CONCRETE PARAPET HEIGHTS AND ASPHALT THICKNESS ARE SHOWN. THE HEIGHT • 1 : .I. 1.11. •
o OF THE CONCRETE PARAPET AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE CONCRETE PARAPET #5 •S15 • v... ! ..J' I • 4
FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR PARAPET HEIGHT DETAILS AND ASPHALT THICKNESS, ' 1 II•I.L
5 S15 #4 S14
+ SEE THE "CONCRETE PARAPET" DETAILS SHEET. 45 S10 . :I.; ' • • • . :.!.
.1 .. • . #4 "B"
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c_),sr _ ° ;� ;� END ELEVATION
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0 AND LAYOUT NOT SHOWN.)
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INTERIOR TSLAB UNITT SHOWN-EXTERIOR SLAB
o 0 0 o D°,o ` o D o°
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C o ° : : PROJECT NO. 0 0O • • " ..
*� ALAMANCE
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SHEET 1 OF 4
cn SEE "BRIDGE ,--�-- I �,
0APPROACH SLAB" �- KEY DETAIL THREADED
a� SHEET F 0 R DETAILS 1---- ---- --- -- I --------Th \I STATE OF NORTH CAROLINA
NOTE: OMIT SHEAR KEY ON INSERT DETAIL DEPARTMENT OF TRANSPORTATION
L 2 LAYERS OF 30 LB. ! o� OUTSIDE FACE OF EXTERIOR
7 ROOFING FELT TO I CORED SLABS. RALEIGH
c PREVENT BOND. ! I ! PLANS PREPARED BY: SUPERSTRUCTURE
o_ 11/2" 0 BACKER ROD i -,---- . , _j BEARING PADSUPSONRIC
3 / - 0 " 2 / - 0 "
N �-- NGINEERS .em••.. //v '•
N ! SEE "END BENT" • SSOCIATES � sSi°N�q �'; PRESTRESSED CONCRETE
—NH
o & 6 DOWELS SHEETS FOR DETAILS �\ =L 803� B94f- .
5640 Dillard Drive 11268 ;
• CORED SLAB UNIT
Suite 200
Car NC 27518 : FN cQ•' g 0 SKEW
01 SECTION AT END BENT ([phone] 919) 852-0598 (Fax) "'�''.. 'c'•"•E Ct.'•�' °
www.simpsonengr.com '''�' s� '�,
N '�"""�� REVISIONS SHEET NO.
DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 7/17/2019 NO. BY: DATE: NO. BY: DATE: S-4
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 1 3 TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
23'-4" 23'-4" 23'-4"
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0 4" 93-#5 S12 C� 9" CTS. (TYPO EA. EXT. UNIT) 4"
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C �. #4 S11 (IN PAIRS) ��� I I PROJECT NO. 17' BP . 7' . R . 122
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N STATE OF NORTH CAROLINA
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: DEPARTMENT OF TRANSPORTATION
L
7 I 1 Irii
C 0.6" Qs L.R. TRANSVERSE RALEIGH
6 I ; ; POST—TENSIONING STRAND PLANS PREPARED BY: SUPERSTRUCTURE
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NGINEERS � ��NARp��N.,,, PLAN OF SPAN A
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M Cary, NC 27518 ••.;�N��NEcc,•:•6
[phone] '. ••...••' .� .• O
�' (TYPICAL EACH END OF UNIT EXCEPT FOR S12 BARS) #4 S11 BARS MAY BE SHIFTED AS NECESSARY [phone] (Fax) '••, ?�y , C��.•` g0 SKEW
0 NOTE: EXTERIOR UNIT SHOWN — INTERIOR TO MAINTAIN 1" CLEAR TO GROUTED RECESS AND www.simpsonengr.com "`' REVISIONS SHEET NO.
UNIT SIMILAR EXCEPT OMIT #5 S12 BARS. 21/2" o TRANSVERSE POST-TENSIONING STRAND HOLES LICENSURE NO. C-2521 7/17/2019
DRAWN BY: S.D. COOPER DATE: 7-19 NO. BY: DATE: NO. BY: DATE: 5-5
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
BAR TYPES
NOTES:
91/2" S15 1'-81 ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION GRADE
BEARING PAD r wl S14 2'-7" N
270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT FOR SAMPLING
S11 2'-8" REQUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
t 8" as SPECIFICATIONS.
4 I ► " S10 1 -9' " o in
4�� �'� (7) (7) in ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS SHALL
In �II O oD - A • BE GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR
A
PRESTRESSED CONCRETE CORED SLABS.
V 3, 0 1 1 W
RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
c IF—C 1" o HOLES
"'L `\'' TENSIONING OF THE STRANDS.
I' THE 21/2" 0 DOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
I„i N ifBEARING PAD 11115)/e L8"
o0 , - TYPE I - ;�, FILLED WITH NON-SHRINK GROUT.
o I = I THE BACKER RODS SHALL CONFORM TO THE REQUIREMENTS OF TYPE M
o 'N I ALL BAR DIMENSIONS ARE OUT TO OUT BOND BREAKER. SEE SECTION 1028 OF THE STANDARD SPECIFICATIONS.
I CORED SLABS REQUIRED
NUMBER LENGTH TOTAL LENGTH WHEN CORED SLABS ARE CAST, AN INTERNAL HOLD-DOWN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING SIDEWAYS. AT LEAST
N FIXED END 70' UNIT SIX WEEKS PRIOR TO CASTING CORED SLABS, THE CONTRACTOR SHALL SUBMIT
EXTERIOR C.S. 2 70/-0" 140 -0 TO THE ENGINEER FOR REVIEW AND COMMENT, DETAILED DRAWINGS OF THE
m (TYPE I - 22 REQ'D) INTERIOR C.S. 9 70'-0" 630'-0" PROPOSED HOLD-DOWN SYSTEM. IN ADDITION TO STRUCTURAL DETAILS,
wI TOTAL 11 770'-0" LOCATION AND SPACING OF THE HOLD-DOWNS SHALL BE INDICATED.
v
M ELASTOMERIC THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
LC)
co SHALL HAS REACHED A
BEARING DETAILS STRENGBTH E OFNE NOTEN LESSE THAN THEE T REQUIRED STRENGTH SHOWNS INE THE
ELASTOMER IN ALL BEARINGS SHALL "CONCRETE RELEASE STRENGTH" TABLE.
o BE 60 DUROMETER HARDNESS. DEAD LOAD DEFLECTION AND CAMBER CONCRETE RELEASE STRENGTH ALL REINFORCING STEEL IN CONCRETE PARAPET SHALL BE EPDXY COATED.
c 3'-0" x 2'-0"
70' CORED SLAB UNIT 0.6" L.R. UNIT PSI
PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE CORED SLAB UNIT
o) STRAND ENDS.
c 70' UNITS 5500
i CAMBER ( SLAB ALONE IN PLACE ) 2'/4" APPLY EPDXY PROTECTIVE COATING TO CORED SLAB UNIT ENDS.
o
L DEFLECTION DUE TO
i SUPERIMPOSED DEAD LOAD** Y4" + GROOVED CONTRACTION JOINTS, I/2" IN DEPTH, SHALL BE TOOLED IN ALL
(0 EXPOSED FACES OF THE PARAPET AND IN ACCORDANCE WITH ARTICLE
O FINAL CAMBER 11/2" # 825-10(B) OF THE STANDARD SPECIFICATIONS. A CONTRACTION JOINT SHALL
L
BE LOCATED AT EACH THIRD POINT BETWEEN PARAPET EXPANSION
+ )0 INCLUDES FUTURE WEARING SURFACE JOINTS. ONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF
D PARAPET SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO
L CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN
N 10 FEET IN LENGTH.
7
o BILL OF MATERIAL FOR ONE FLAME CUTTING OF THE TRANSVERSE POST-TENSIONING STRAND IS NOT
70' CORED SLAB UNIT ALLOWED.
cc
m EXTERIOR UNIT INTERIOR UNIT MAINTAIN A SYMMETRIC TENSION FORCE BETWEEN EACH PAIR OF
"' BAR NUMBER SIZE TYPE LENGTH WEIGHT LENGTH WEIGHT TRANSVERSE POST TENSIONING STRANDS IN THE DIAPHRAGM.
B22 6 44 STR 24'-6" 98 24'-6" 98
c THE *4 S11 STIRRUPS MAY BE SHIFTED AS NECESSARY TO MAINTAIN 1"
N S10 8 *5 3 4'-9" 40 4'-9" 40
CLEAR TO THE GROUTED RECESS.
o S11 144 44 3 5'-10" 561 5'-10" 561 FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
*S12 94 #5 1 5'-9" 564
"' S14 4 *4 3 5'-7" 15 5'-7" 15 THE PERMITTED THREADED INSERTS ARE DETAILED AS AN OPTION FOR THE
O S15 4 4*5 3 7'-1" 30 7'-1" 30 CONTRACTOR TO ATTACH FALSEWORK AND FORMWORK DURING CONSTRUCTION.
o
o THE PERMITTED THREADED INSERTS IN THE EXTERIOR UNITS SHALL BE
E SIZED BY THE CONTRACTOR, SPACED AT 4'-0" CENTERS AND GALVANIZED
O IN ACCORDANCE WITH SECTION 1076 OF THE STANDARD SPECIFICATIONS.
REINFORCING STEEL LB 744 744 STAINLESS STEEL THREADED INSERTS MAY BE USED AS AN ALTERNATE.
M * EPDXY COATED
REINFORCING STEEL LB 564 THE PERMITTED THREADED INSERTS SHALL BE GROUTED BY THE CONTRACTOR
I 7000 P.S.I. CONCRETE CY 11.8 11.8 IMMEDIATELY FOLLOWING REMOVAL OF THE FALSEWORK.
m
7
THE COST OF THE PERMITTED THREADED INSERTS SHALL BE INCLUDED IN
O 0.6" Q1 L.R. STRANDS No. 28 28 THE PRICE BID FOR THE PRECAST UNITS.
c
0
0
0
0
+
+
O
GRADE 270 STRANDS
c 0.6" 0L.R. PROJECT NO. 17BPJ . R . 122
0
— REA
( SQUARE INCHES ) 0.217 ALAMANCE
COUNTY
ULTIMATE STRENGTH 58,600
7 ( LBS. PER STRAND ) 14 + 03D00 — L —
o APPLIED PRESTRESS 43,950 STATION:
N ( LBS. PER STRAND )
7
SHEET 3 OF 4
0
O STATE OF NORTH CAROLINA
—o DEPARTMENT OF TRANSPORTATION
L
RALEIGH
6PLANS PREPARED BY:
SUPERSTRUCTURE
SIMPSON li.i‘kCAR ��''. 3 / _ O // X 2 / _ O //
NGINEERS .� e .... 4/ % /�M
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0 _ _
M 5640 Dillard Drive 1268
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8 [phone] (Fax) '• s C��•`
m [phone] ''' '••...••••.r� •••' O
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cv
7/17/2019 REVISIONS SHEET NO.
DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 NO. BY: DATE: NO. BY: DATE: S-6
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
N- SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
BAR TYPES BILL OF MATERIAL
PARAPET AND END POSTS
HELD2" EXP. JT. MAT'L IN PLACE WITH r9V2l
BAR NO. SIZE TYPE LENGTH WEIGHT
PARAPET GALVANIZED NAILS. * B25 48 45 STR 22'-11" 1147
(NOTE: OMIT EXP. JT.
MAT'L. WHEN SLIP FORM
IS USED) lir . A * El 8 47 STR 2'-11" 48
* E2 8 47 STR 3'-4" 55
S * E3 8 47 STR 3'-10" 63
1r////// 6 . / ` * E4 8 *7 STR 4'-4" 71
;.:,...:. ....:.. ... 1 Ln * E5 8 *7 STR 4'-9" 78
I
u CHAMFER , 3 • " N
` , * Fl 8 *6 STR 1'-11" 23
rri o0 3/4" CHAMFER * F2 8 *6 STR 3'-1" 37
O 21/21� 1 * F3 8 *6 STR 4'-0" 48
0 3"
1
cc w 3 r * S13 188 *5 1 5'-9" 1127
k
N CONST. JT.
SECTION S—S EPDXY COATED
REINFORCING STEEL 2697 LB
N AT DAM IN OPEN JOINT
(o (THIS IS TO BE USED ONLY4- S
M WHEN SLIP FORM IS USED) CLASS "AA" CONCRETE 17.3 CY
m
1
1'-2" X 21-9 2„
ELEVATION AT EXPANSION JOINTS ALL BAR DIMENSIONS ARE OUT TO OUT CONCRETE PARAPET 140.0 LF
7
c
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(0
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•0 — #5 B25 1'-10" C GUARDRAIL
END OF END OF _1 ANCHOR
i CORED SLAB * * #5 S12 — PERMITTED CORED SLAB j ASSEMBLY
co UNIT (TYP.) CONST. JT. UNIT
L I — #6 "F" BARS
U • • I
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+ I i 5 S13 \1 li ------ --------------------
i `� . r .. .. .. .. I .. .. I. (TYP.) • • II. . T .
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co 4" 45 S12 (- 9" CTS. IN CORED SLAB 47 "E" BARS _ 2%2"• CONC. INSERTS
`\) 45 S13 IN PARAPET (SPACED TO MATCH S12) ►► CO 91/2" CTS. (EA. FACE)
3'_g„ GUTTERLINE ASPHALT THICKNESS & PARAPET HEIGHT
`\' ASPHALT OVERLAY THICKNESS PARAPET HEIGHT
PLAN OF PARAPET PLAN OF END POST C� MID-SPAN @ MID-SPAN
"' END BENT 1 SHOWN, SEE PLAN OF SPAN FOR SPACING AT END BENT 2
0 70' UNITS 2" 2'-8"
0
c 3,_g„
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M 46 "F" BAR I PERMITTED
m (TYP.) CONST. JT. C� 91/2" CTS. (EA. FACE)
C CONC. INSERTS
7
-o 1 # 1
o #6 F3 -`� 7 E4 4__________________________________________________,
o (EA. FACE) #7 E3 #7 E5 0
O ' I 1 46 F3 (EA. FACE) `1'
o z #6 F1 • �� • - J N 47 E2 ---�
6 F2 (EA. FACE) 6 F1 (EA. FACE)
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O * * #5 S12 N * * #5 S12 ► ► _ ►
STATE OF NORTH CAROLINA
.o DEPARTMENT OF TRANSPORTATION
0
RALEIGH
7 — CONST. JT. i —PERMITTED CONST. JT. - SUPERSTRUCTURE
6 0 0 L PLANS PREPARED BY:
._ ,__ ,
UPSON .�`' CARp���'• CONCRETE PARAPET
M NGINEERS �' Ca ••..1/7i9•,s
N VLAss°
CIATESSS/GN�Lftf8oy..e6:k„.E:„.. DETAILS FOR
END VIEW ELEVATION L 2 BAR METAL RAIL
2. 5640 Dillard Drive 8
Suite 200 •
Cary, NC 27518(919) 852-0468
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01 [phone] (Fax) ''•, i. ,O ,`
PARAPET AND END POST FOR TWO BAR METAL RAIL (919) 8 2-0598 (Fax) m " �'-• ,s:••,'� '
N REVISIONS SHEET NO.
S.D. COOPER 7-19 * * #5 S12 BARS ARE INCLUDED IN THE BILL OF MATERIAL FOR CORED SLAB UNITS LICENSURE N0. C-2521 7/17/2019
DRAWN BY: DATE: N0. BY: DATE: N0. BY: DATE: S-7
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
1-. SEE "RAIL POST SPACINGS AND END OF RAIL DETAILS" SHEET .{ NOTES:
3 0 SPLICE NOT C� 3 0 SPLICE NOT c� AT THE CONTRACTOR'S OPTION METAL RAIL MAY BE EITHER ALUMINUM OR GALVANIZED STEEL IN ACCORDANCE
1'-4" I 11/-4" WITH THE REQUIREMENTS OF THE GENERAL NOTES AND THE FOLLOWING SPECIFICATIONS FOR THE ALTERNATE
EXP. JT. EXP. JT. MATERIALS; HOWEVER, THE CONTRACTOR WILL BE REQUIRED TO USE THE SAME RAIL MATERIAL ON ALL STRUCTURES
I I ON THE PROJECT FOR WHICH METAL RAIL IS DESIGNATED.
I r ! I UNLESS OTHERWISE REQUIRED IN THE CONTRACT DOCUMENTS, THE CONTRACTOR HAS THE OPTION TO USE AN
II . . . . H ALTERNATE TO THE 2 BAR METAL RAIL. THE ALTERNATE RAIL SHALL MEET THE REQUIREMENTS OF THE AASHTO
— I LRFD BRIDGE DESIGN SPECIFICATIONS AND MUST BE LISTED ON THE DEPARTMENT'S APPROVED PRODUCTS LIST
M11. . . ■ ■ ■ ■ IIM (APL) UNDER "2 BAR METAL RAIL ALTERNATE". ADJUSTMENTS TO THE CONCRETE PARAPET WILL NOT BE ALLOWED.
• ® . , ilkill ill . I , ALUMINUM RAILS:
c -- --
0 MATERIAL FOR POSTS, BASES AND RAILS, EXPANSION BARS AND CLAMP BARS SHALL BE ASTM B-221 ALLOY 6061-T6.
"' MATERIAL FOR RIVETS SHALL BE ASTM B316 ALLOY 6061-T6. RIVETS SHALL BE STANDARD BUTTON HEAD AND CONE
0 PARAPET POINT COLD DRIVEN AS PER DRAWING.
0
0 THE BASE OF RAIL POSTS, OR ANY OTHER ALUMINUM SURFACE IN CONTACT WITH CONCRETE SHALL BE THOROUGHLY
I COATED WITH AN ALUMINUM IMPREGNATED CAULKING COMPOUND OF APPROVED QUALITY.
cc
w
o_ MATERIAL FOR SHIMS TO BE ASTM B209 ALLOY 6061-T6.
N TOOLED COEERNOTESN JOINTS, ELEVATION GALVANIZED STEEL RAILS:
N NOTE : FOR ATTACHMENT OF METAL RAIL TO END POST, MATERIAL AND GALVANIZING ARE TO CONFORM TO THE FOLLOWING SPECIFICATIONS:
I SEE "RAIL POST SPACING AND END OF RAIL DETAILS" SHEET.
M POST, POST BASES, RAILS, EXPANSION BARS AND CLAMP BARS: AASHTO M270 GRADE 36 STRUCTURAL STEEL -
LI) hi 1/2„ �/ 1 rLi-
GALVANIZED TO AASHTO M111.
o �I 1 2 RIVETS: RIVETS SHALL MEET THE REQUIREMENTS OF ASTM A502 FOR GRADE 1 RIVETS.
o
I '
7 4_ , N THE CUT ENDS OF GALVANIZED STEEL RAILING, AFTER GRINDING SMOOTH SHALL BE GIVEN TWO COATS OF ZINC
0 I I RICH PAINT MEETING THE REQUIREMENTS OF FEDERAL SPECIFICATION MIL-P-26915 USAF TYPE 1, OR OF FEDERAL
c � ,
A A`- r CI1 SPECIFICATIONS TT-P-641.
SHIMS: SHIMS SHALL MEET THE REQUIREMENTS OF ASTM A570 FOR GRADE 33 OR A611 FOR GRADE C AND SHALL
� j I BE GALVANIZED IN ACCORDANCE WITH AASHTO M111.
C ,
I
RAIL CAPS: RAIL CAPS SHALL MEET THE REQUIREMENTS OF ASTM A570 FOR GRADE 33 OR A611 FOR GRADE C
O r'l I o AL I AND SHALL BE GALVANIZED IN ACCORDANCE WITH AASHTO M111.
ov T____ I I A c�
4- /4" 0 BOLTS WITH GENERAL NOTES:
a) I // 4111111111k� /4 0 ROUND WASHERS RAILING SHALL BE CONTINUOUS FROM END POST TO END POST OF BRIDGE. EACH JOINT IN RAIL LENGTH SHALL
L 1
I/4// 1/4" A BE SPLICED AS DETAILED. PANEL LENGTHS OF RAIL SHALL BE ATTACHED TO A MINIMUM OF THREE POSTS.
O .-
L 5�4// I ,\LI /. FOR END OF RAIL TO CLEAR FACE OF CONCRETE END POST DIMENSION, SEE "RAIL POST SPACING AND
N END OF RAIL DETAILS SHEET.
i I M Lf�
PLAN II Ii ANCHOR ASSEMBLY 0 CAP SCREWS SHALL BE ASTM F593 ALLOY 305 STAINLESS STEEL. WASHERS SHALL MEET THE REQUIREMENTS OF
0 C) 11 II in. 0 ASTM F844 EXCEPT THEY SHALL BE MADE FROM ALLOY 304 STAINLESS STEEL.
1 Z ll=_=l1 r, +I
H
cr 'N // 3 " CERTIFIED MILL REPORTS ARE REQUIRED FOR RAILS AND POSTS. SHOP INSPECTION IS NOT REQUIRED.
NI _ 27/8 I w . . 5 8-
9/16" X 13/16"
j /16 , m METAL RAIL POSTS SHALL BE SET NORMAL TO CURB GRADE.
v) SLOTS 17/8'�! 17/s" `V �' 45/8// METHOD OF MEASUREMENT FOR METAL RAILS: FOR LENGTH OF METAL RAILS TO BE PAID FOR, SEE THE STANDARD
(TYP.) i
@ SPECIFICATIONS.
N I .--,1 .750 CURVED RAIL USAGE: WHERE RAILS ARE TO BE USED ON BRIDGES ON HORIZONTAL AND/OR VERTICAL CURVATURE
0 , ' I rA
-- CONST.JT. �.745" THE CONTRACTOR MAY, AT HIS OPTION, HAVE THE REQUIRED CURVATURE IN THE RAIL FORMED IN THE SHOP OR
0 , 0
__ / / � / I IN THE FIELD. IN EITHER EVENT, THE RAIL SHALL CONFORM WITHOUT BUCKLING OR KINKING TO THE REQUIRED
"' t RIVET DETAIL CURVATURE IN A UNIFORM MANNER ACCEPTABLE TO THE ENGINEER.
__
O 0 0 A -- TO INSURE FUTURE IDENTIFICATION OF THE FABRICATOR, A PERMANENT IDENTIFYING MARK SHALL BE PLACED
c ON EACH POST. THE METHOD OF MARKING AND LOCATION SHALL BE SUCH THAT IT DOES NOT DETRACT FROM THE
0
E I I I I APPEARANCE OF THE POST, BUT REMAINS VISIBLE AFTER RAIL PLACEMENT.
0
a r---- (----- SHIMS SHALL BE USED AS NECESSARY FOR POST ALIGNMENT.
w 613A6" ALLOY 6351-T5 MAY BE SUBSTITUTED FOR ALLOY 6061-T6 WHERE APPLICABLE.
ro
15�6// 45/8//
m SECTION THRU PARAPET ....
!� DESMIN�RED,R ASHALLION BES SUBMITTED FOR IN DETAILS APPROVA RAILMETAL WILL BE CONSIDERED. DETAILS OF SUCH VARIATIONS, IF
7
---6 AND RAIL I I - GROOVED CONTRACTION JOINTS, /2" IN DEPTH, SHALL BE TOOLED IN ALL EXPOSED FACES OF THE PARAPET
0 I i I i AND IN ACCORDANCE WITH ARTICLE 825-10(B) OF THE STANDARD SPECIFICATIONS. A CONTRACTION JOINT SHALL
-- �,' j 1 j BE LOCATED AT EACH THIRD POINT BETWEEN PARAPET EXPANSION JOINTS. ONLY ONE CONTRACTION JOINT IS
0 0 0 -_ -_-_©-=�L-L-_-__I_ _-Y 7 /' M REQUIRED AT MIDPOINT OF PARAPET SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO CONTRACTION JOINTS
I I - I /8 ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 FEET IN LENGTH.
+ 0 0 co -- I HOLES '
41>
0 , ! PAY LENGTH = 125.00 LF
.—
1____ _ - r_T____l __ DRILL & COUNTER BORE
i FOR 3/ [16 THREAD] 17BPJ . R . 122
c ® _- C
c CAPP SCREW PROJECT NO.
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:�. __ 25/6"
N
N� 0 0 -_ \ 7/ «I. 3/4// -I HOLES PUN4 - ,CHHED —4 I/4// SHEET 1 OF 2
0 �� I�I j j FOR RIVETS — NOTE : BASE CAN BE SUPPLIED
�' AS ONE EXTRUSION OR TWO
STATE OF NORTH CAROLINA
•0 ---- -
c 5/6" 0 DRILL 1" DEEP & T -- - ,. EXTRUSIONS WELDED TOGETHER DEPARTMENT OF TRANSPORTATION
AS SHOWN. RALEIGH
i 4 - .766" HOLES 3/s" Qs [16 THREAD] TAP `g `�
c� PUNCHED FOR RIVETS 7 // 3 // I // 41/4" — I - I I N `� PLANS PREPARED BY: SUPERSTRUCTURE
/s DEEP FOR /s Qs X 1/2L --+---0--- -- ;M
STAINLESS STEEL CAP SCREW -- I L ---T1--- �, I \ I� � n s
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N I I , , , • SSOCIATES N .
o PERMITTED WELD 2" . . 2/4 `�8° 7 ''SEAL s
5640 Dillard Drive : :% 11268
I" DETAILS I I 11/4„ Suite 200 F01 Q .
FRONT ELEVATION (919)Cary NC 27518 .°,NEcod••
852-0468 .•
SIDE ELEVATION 598 (Fax)
w9ww.siimp19) sonengr.com '''''s lat''-•• REVISIONS SHEET NO.
N
7O S.D. COOPER 7-19 POST BASE DETAILS LICENSURE NO. C-2521 7/17/2019
DRAWN BY: DATE:
NO. BY: DATE: NO. BY: DATE: S-$
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
I` SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
4 5/8„
ol
STRUCTURAL CONCRETE ANCHOR ASSEMBLY NOTES:
, Q 0' THE STRUCTURAL CONCRETE ANCHOR ASSEMBLY SHALL CONSIST OF THE
FOLLOWING COMPONENTS :
A. FERRULES SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF AASHTO
u7111111 0.WIR„ED M169,3GRADE 12L14 AND SHALL HAVE A MINIMUM LENGTH OF THREADS OF 2"
STRUT FOR /4 FERRULES.
C r O OI B. 4 - 3/4" 0 X 21/2" BOLTS WITH WASHERS. BOLTS SHALL CONFORM TO THE
REQUIREMENTS OF ASTM A307. BOLTS AND WASHERS SHALL BE GALVANIZED.
-o AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLTS AND WASHERS MAY BE
rri PLAN WASHERS.D AS AN THEY SHALLTE FOR THE CONFORM TO OR OR EXCEED THE THE MECHANICALEDBOLTSREQUIREMENTS
o OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY THE
o ENGINEER.
o
I I/4" ( TYP.)
w C. WIRE STRUT SHOWN IN THE CONCRETE ANCHOR ASSEMBLY DETAIL IS THE
1 „ 45 „ MINIMUM ALLOWABLE SIZE AND SHALL HAVE A MINIMUM TENSILE STRENGTH OF
05/2 /8 FIT 3/4" 0BOLT WITH 100,000 PSI. AS AN OPTION, A 7/6" 0 WIRE STRUT WITH A MINIMUM TENSILE
THREADED STEEL INSERTS STRENGTH OF 90,000 PSI IS ACCEPTABLE.
= — — WITH CLOSED BOTTOM TO
Cl) - = - - ROUND WASHER. D. THE METAL RAIL ANCHOR ASSEMBLIES TO BE HOT DIPPED GALVANIZED TO
- -� _ __ - - CONFORM TO REQUIREMENTS OF AASHTO M111.
M
m E. THE COST OF THE METAL RAIL ANCHOR ASSEMBLY WITH BOLTS AND WASHERS
o R P W COMPLETE IN PLACE SHALL BE INCLUDED IN THE PRICE BID FOR LINEAR FEET
✓ OF METAL RAIL.
7
_
° F. BOLTS TO BE TIGHTENED ONE-HALF TURN WITH A WRENCH FROM A FINGER-TIGHT
C V b - Y
;� POSITION.
SIDE VIEW ELEVATION
0)
c THE CONTRACTOR MAY USE ADHESIVELY ANCHORED ANCHOR BOLTS IN PLACE OF THE
. METAL RAIL ANCHOR ASSEMBLY. LEVEL ONE FIELD TESTING IS REQUIRED, AND THE
L YIELD LOAD OF THE 3/4" 0 BOLT IS 10 KIPS. FOR ADHESIVELY ANCHORED ANCHOR
ci
4 — BOLT METAL RAIL ANCHOR ASSEMBLY BOLTS OR DOWELS, SEE THE STANDARD SPECIFICATIONS.
a) WHEN ADHESIVELY ANCHORED ANCHOR BOLTS ARE USED, BOLTS SHALL MEET THE
L
(28 ASSEMBLIES REQUIRED) REQUIREMENTS OF ASTM F593 ALLOY 304 STAINLESS STEEL WITH MINIMUM 75,000
0
PSI ULTIMATE STRENGTH. NUTS SHALL MEET THE REQUIREMENTS OF ASTM F594
D ALLOY 304 STAINLESS STEEL AND WASHERS SHALL MEET THE REQUIREMENTS OF
L ASTM F844 EXCEPT THEY SHALL BE MADE FROM ALLOY 304 STAINLESS STEEL.
0 3'-0"
7 1/4" DIMPLE "B"
o 7„ 8" 3„ 4/4„
:ti . ►. ►.
g ,.\ I 4" _ 21/4„ 21/4" L
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SEMI ELLIPSE
__ I ---� -------- - -- ------ - ----------------- C 7/ „ 0 HOLES I I 7 „ 0 HOLES
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0 CUTLINE) : \ I CUTLINE) 5 „ /6 1
O \-DIMPLE "A" r `�' m /6 .1 _ ____________ MAJOR
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co EXPANSION BAR DETAILS ,13/$„ L1/4„ , I
7--a i. -,
T) RAIL SECTION
C FRONT PLATE REAR PLATE
0
0
0
SHIM DETAILS
+ 9/32" NOTE :
+ SHIMS MAY BE CUT ALONG PERMITTED CUTLINE OR
o
7/32„ 2„ SLOTTED TO EDGE OF PLATE TO FACILITATE PLACEMENT.
F_ /16"
C 1/2" 0 [13 THREAD] HOLE FOR /2" 0 X 1" STAINLESS STEEL I 3 11 „ PROJECT NO. 17BP . 7 . R . 122
O — 4/4 _ /4
•� HEX HEAD CAP SCREW & 1/16" O.D., 17/32" I.D., ALAMANCE
.> I I " THICK WASHER (TYP.) A COUNTY
8 1
[,p0DU :=,. - UEDSTATION.
14 + O3DOO — L —
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— ---- --- ----------r ------ —7 ,,,... 4,... c„ 'N �I r SHEET 2 OF 2
______
N I r I R A I L C A P STATE OF NORTH CAROLINA
r ,
•� i i r �M DEPARTMENT OF TRANSPORTATION
a_ I I :7 � - N RALEIGH
I I �/ PLANS PREPARED BY: SUPERSTRUCTURE
1„ .:. 3/4" r IMPSON la0,7CLAMP ASSEMBLY NGINEERS ��r.� a�.•..0//,v '.,
N 3 /32 _ • _L SSOCIATES SS/p •;q
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2 BAR METAL RAIL
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1-8off-sEAL •.: i
' 23/32 — 5640 Dillard Drive 11268
r;-; Suite 200 • :
CLAMP BAR DETAIL Cary, NC 27518 •.4,CINEccQ:•�
' ' $Y s CO-01 [phone](919) 852-0598 (Fax)
., '•••.• •� •'.r•• '%
(4 REQUIRED PER POST) www.simpsonengr.com • °
cv REVISIONS SHEET NO.
DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 7/17/2019 NO. BY: DATE: NO. BY: DATE: S-9
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
N SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
STRUCTURAL CONCRETE INSERT NOTES:
THE STRUCTURAL CONCRETE INSERT ASSEMBLY SHALL CONSIST OF THE FOLLOWING COMPONENTS:
A. FERRULES SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF AASHTO M169, GRADE 12L14 AND
SHALL HAVE A MINIMUM LENGTH OF THREADS OF 11/2".
B. 1 - 3/4" 0 X 15/8" BOLT WITH WASHER. BOLT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307. BOLT
END OF END OF AND WASHER SHALL BE GALVANIZED. ( AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLT AND WASHER
CORED SLAB CORED SLAB MAY BE USED AS AN ALTERNATE FOR THE 3/4" 0 X 1%" GALVANIZED BOLT AND WASHER. THEY SHALL
UNIT UNIT CONFORM TO OR EXCEED THE MECHANICAL REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE
c SHALL BE APPROVED BY THE ENGINEER.)
0 L---- C 1/2" EXP. JT. MAT'L.
1 GUTTERLINE PARAPET C. WIRE STRUT SHOWN IN THE CONCRETE INSERT ASSEMBLY DETAIL IS THE MINIM7MALLOWABLE SIZE AND
0 I SHALL HAVE A MINIMUM TENSILE STRENGTH OF 100,000 PSI. AS AN OPTION, A /6�� 0 WIRE STRUT WITH
o ! A MINIMUM TENSILE STRENGTH OF 90,000 PSI IS ACCEPTABLE.
0
cc 'T' 'T' T' T' Pr Pr 'T T' 1 Fr Ts rr 7' ir
w
0_ METAL RAIL TO END POST CONNECTION NOTES:
v1
I I I THE METAL RAIL TO END POST CONNECTION SHALL CONSIST OF THE FOLLOWING COMPONENTS:
= 2'-21/2" n 2'-21/2" 2'-21/2" 2'-21/2„
Cl) A. %2" PLATES SHALL CONFORM TO AASHTO M270 GRADE 36 AND SHALL BE GALVANIZED AFTER FABRICATION.
�0 1 -4 _ _ _ 2 SPA. @ 3'-0" 2'-8" 3 SPA. @ 6 -0 CTS. = 18'-0" 2'-8" 3'-0" 2 SPA. @ _1 -4
5'-5" CTS. = 10'-10" lb, � � � � � � � � � � � 5'-5" CTS. = 10'-10" II. � D. � B. /43 "
STRUCTURAL CONCRETE INSERT SHALL HAVE A WORKING LOAD SHEAR CAPACITY OF 4800 LBS. THE
m FERRULES SHALL ENGAGE A 3/4" 0 X 1%" BOLT WITH 2" O.D. WASHER IN PLACE. THE %4" o X 15/8" BOLT
8 3'-9" END 62'-6" 3'-9" END SHALL HAVE N. C. THREADS.
i POST POST C. CAP SCREWS FOR RAIL ATTACHMENT TO ANGLE SHALL CONFORM TO THE REQUIREMENTS OF ASTM F593 ALLOY
0 23'-4" 23'-4" 23'-4"► ,
305 STAINLESS STEEL. CAP SCREWS TO BE CENTERED IN SLOTS AT 60°F.
iL
co 70'-0" D. STANDARD CLAMP BARS (SEE METAL RAIL SHEET).
0)
c
'3 E. 1/2" 0 PIPE SLEEVES (IF REQUIRED) TO BE GALVANIZED.
0
0
PLAN OF RAIL POST SPACING THE COST OF THE STANDARD CLAMP BARS AND CAP SCREWS USED IN THE METAL RAIL TO END POST CONNECTION
(RIGHT EXTERIOR UNIT SHOWN, LEFT EXTERIOR UNIT SIMILAR)
L SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR LINEAR FEET OF 1 OR 2 BAR METAL RAILS.
D THE 3/4" STRUCTURAL CONCRETE INSERT WITH BOLT SHALL BE ASSEMBLED IN THE SHOP.
0
L THE COST OF THE 3/4" STRUCTURAL CONCRETE INSERT ASSEMBLY, AND THE 1/2" PLATES COMPLETE IN PLACE
N SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS.
7
a THE CONTRACTOR, AT HIS OPTION, MAY USE AN ADHESIVE BONDING SYSTEM IN LIEU OF THE STRUCTURAL
CONCRETE INSERT EMBEDDED IN THE END POST. IF THE ADHESIVE BONDING SYSTEM IS USED, THE 3/4" 0 X 13/4"
cr
BOLT WITH WASHER SHALL BE REPLACED WITH A 3/4" o X 61/2" BOLT AND 2" O.D. WASHER. ALL SPECIFICATIONS
m THAT APPLY TO THE %4" O X 1%" BOLT SHALL APPLY TO THE %4" o X 6%2" BOLT. FIELD TESTING OF THE
ADHESIVE BONDING SYSTEM IS NOT REQUIRED.
0
U
N ANGLE TO BE MADE FROM
1/2 I. A N D
0 /2 X 4 X 4 F
�, ( 11/2" 0 HOLE 4"
0 11" !-.
1'-4"
0 . - 2„ 2„
71 I
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_ _
_-___ __ ___ ___-_ ,, _ RAIL POST -0-13/4110 X 1%" BOLT
CO `'' �N ATTACHMENT BRACKET
,r, __ _ ----- -- ( AND 2" O.D.WASHER
`-) --- ----- -------- -- -- -- - ,N I I �4" STRUCTURAL
m
i j 11/2" Q� HOLE N RAIL SECTION - - - - CONCRETE INSERT
o I 11 1 7/8" _ _ t _ _t_, 7 7/8„
' i i
o , 13,16" X 1" SLOTS 31/2„ 7/8 jil I~
o 'FI STANDARD ►I ►i
0 ELEVATION C SLOTS ►I BAR CLAMP
0 13 " X 1" SLOTS /2" STAINLESSll CSTEEL13 R HEXD] HEAD 4CAP "/ ROADWAY FACE
�6 1 ►1 END VIEW +]
SCREWS & 1%16" O.D., 17/32" I.D., H 11
N 1/2 Q� HOLE
c � ►I 1 � %16" THICK WASHER
I___ __ PROJECT NO. 17BPJ . R . 122
0
._(i) 1/2�� E i RAIL SECTION PLAN — RAIL AND END POST ALAMANCE
i i / N COUNTY
co �I ! ! c�M° BARraj m STATION: 14 + O3DOO - L -
N R.P.W.(TYP.ALL AI CLOSED-END
can •�� CONTACT POINTS)
+ • FERRULE
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I STATE OF NORTH CAROLINA
N 0 IrArt,. ._____Oir
TOPL VI
EW A DEPARTMENT OF TRANSPORTATION
a / c %2" 0 113 THREAD] X 11/4" a
-�1. 1�==, RALEIGH
7 / STAINLESS STEEL HEX U X - SUPERSTRUCTURE
O 1 " FERRULE I 0 PLANS PREPARED BY:
12 E HEAD CAP SCREWS &
1y16" 0.De, 17/32" I•De, .375" 0 I 0_ S IMPSON RAIL POST SPACING
���•��CARp��'•
%16" THICK WASHER WIRE STRUT j a NGINEERS � 1�, m.. (/ • •
N SECTION H—HL. ,ps;6•...., -..." AND
' � •� _ SSOCIATES , N ;
�� - 803: B9C�9$'4 L •
JJC12 ' END OF RAIL DETAILS
5640 Dillard Drive . i �2 fig
PLAN ELEVATION Site 200
M DETAILS FOR ATTACHING METAL RAILS TO END POST Cary, NC27518 =; •
:•.FC.*...°
[phone] '. .•
852-0598 (Fax) ••., ,s;cod:•• F 0 R T W 0 BAR METAL RAILS
N STRUCTURAL CONCRETE INSERT (919) 82-0598 (Fax) m REVISIONS SHEET NO.
LICENSURE NO. C-2521 7/17/2019
7o DRAWN BY: S.D. COOPER DATE: 7-19 * EACH WELDED ATTACHMENT OF WIRE TO FERRULE SHALLNO. BY: DATE: No. BY: DATE: S-10
CHECKED BY: B.S. COX DATE: 7-19 DEVELOP THE TENSILE STRENGTH OF THE WIRE.N- DOCUMENT NOT CONSIDERED FINAL SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
NOTES:
. 1'-2" -. THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A I/4" HOLD DOWN PLATE AND
7 - 7/8" 0 BOLTS WITH NUTS AND WASHERS.
11" _
THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36. AFTER
4" 4" FABRICATION, THE HOLD-DOWN PLATE SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE
h ►! —1 WITH AASHTO M111.
I _ BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL
I A CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS, NUTS AND WASHERS SHALL
C GUARDRAIL - J - — BE GALVANIZED. AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLTS, NUTS
ANCHOR ASSEMBLY I 1 :::-
AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE 7/8" 0 GALVANIZED BOLTS,
c NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
1 REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY
"'
-o I I I C GUARDRAIL
r� ANCHOR r' THE ENGINEER.
o I I m\' -----'-
o ! . ASSEMBLY --- --------------------------
o 0---- - 0 -------H-----�- `_� 1 E° THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH
0 1 C GUARDRAIL GUARDRAIL IS TO BE ATTACHED TO THE END OF THE PARAPET. FOR POINTS OF
c I 1 M ANCHOR ASSEMBLY ATTACHMENT, SEE SKETCH.
w - _
I I M - n
I I ' QO ---- -- ---- ------�l-------------------------~ °I AFTER INSTALLATION, THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A
`" 1%16" QS HOLES (TYP.) 1 �° SHARP POINTED TOOL.
N I I I M M THE COST OF THE GUARDRAIL ANCHOR ASSEMBLIES WITH BOLTS, NUTS AND WASHERS
( I I I 1 - _ COMPLETE IN PLACE, SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS.
_-_-_�_---_-_- _~ __________________________- =III _____•
Ln I C 7/8" 0 X 1'-4" BOLT - -_ 1 m° THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE END POST TO
CLEAR ASSEMBLY BOLTS.
M WASHERS I
! WITH ROUND CLEAR
"' THE 1 1/4" 0 HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS
1/4" HOLD-DOWN IE Z ------ l_- ______________________________ a l\l v WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED
c I -_— J mi TO THE SATISFACTION OF THE ENGINEER.
ii: v I/4 HOLD-DOWN E
(0
0)
c
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0
O 11/4" 0 HOLE (TYP.)
PLAN END VIEW
u)a)
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0 Cad END BENT 1 @ END BENT 2
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o * LOCATION OF GUARDRAIL ATTACHMENT
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c 1'-10" _ PROJECT NO. 17BPJ . R . 122
i 0 0NCHORARDRAIL
ASSEMBLY
4" F 4„ ALAMANCE COUNTY
c STATION: 14 + O3DOO — L —
o
CV
(0
0
N STATE OF NORTH CAROLINA
•O
o END VIEW PLAN DEPARTMENT OF TRANSPORTATION
L
0_ RAL
7 (END BENT 1 SHOWN, END BENT 2 SIMILAR) - SUPERSTRUCTURE
6 PLANS PREPARED BY:
w IMPSON GINEERS ��•`��� ARO��N.'', GUARDRAIL ANCHORAGE
N • LASOCIAIES ,� sLOCATION OF GUARDRAIL ANCHOR AT END POST �- _ BoB9 DETAILS
• - FOR METAL RAILS
o _ _
M 5640 Dillard Drive �268
Suite 200 •
Cary, NC 27518 •,Q'F�NGI NE��'••
8 [phone] (Fax) '• s C��•`
Cn [phone] ''' '••. .••••.r� %•'
o www.simpsonengr.com
7/17/2019 REVISIONS SHEET NO.
DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 NO. BY: DATE: NO. BY: DATE: S-11
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
N SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
A .•—
NOTES:
C SURVEY -L- STIRRUPS IN CAP MAY BE SHIFTED AS
NECESSARY TO CLEAR DOWELS.
THE CONCRETE IN THE SHADED AREA OF
39'-0" THE WING SHALL BE POURED AFTER THE
CONCRETE PARAPET IS CAST IF SLIP
FORMING IS USED.
19'-6" 19'-6"
FOR PILE SPLICE DETAILS, SEE SHEET 4 OF 4.
FOR WING DETAILS, SEE SHEET 3 OF 4.
SEE DETAIL "A"
C (SHEET 4 OF 4)
1'-5" 1'-7"► . - .IF-9112,, 91/2,
o (TYP.) (TYPO) 90 o_00'_00�� MAT'LP. JT.
(TYP.)
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o (LEVEL) I
� (LEVEL)
o
o
, #4 B3 UNDER #4 B2 2'-5" MIN.
a K OVER PILES @ 4'-0" CTS. SPLICE►
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M UPPER PARTe: EL. 578.54� EL. 578.54
m OF WINGS I
/ I / \ \ / / \ / \D1
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• 1 1 • I • 1 •
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EL. 574.54 4-#4 S3 _� _i,___ 4-#4 B2 —11— EL. 574.54 PROJECT NO. 17BP . 7 . R . 122
C BOTTOM OF CAP (TYPO EA. PILE) (OVER PILES) I BOTTOM OF CAP
o & WING #4 (2 B2B(E RUN
41.41
0 2
S)FACE)
(2 BAR RUNS) 3" HIGH BEAM BOLSTER & WING A L A M A N C E
'-0" MIN. C� 5'-0" CTS. COUNTY
EMBEDMENT A 8" 8-#4 Si & S2 _ 8" 8" STATION: 14 + 03D00 - L -
(TYP.) (TYP.)► @ 8" CTS. (TYP.) (TYP.)
(i) r(TYP. EACH BAY) #4 S1 & #4 S2 SHEET 1 OF 4
o _ 6'-0„ 61-0„ 6'-0„ _ 6'-0„ _ 6'-0„ 6'-0„ (TYP. EACH END) STATE OF NORTH CAROLINA
'o DEPARTMENT OF TRANSPORTATION
L
RALEIGH
6C HP 12 X 53 STEEL PILES PLANS PREPARED BY: SUBSTRUCTURE
UPSON �`�otsse R ••,�'
NGINEERS �zeca ...0�/,v ,
N L SSOCIATES , 0 S�oN�. ; END BENT 1
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O 4„ .D 5B9Q.�4y`E�
5640 Dillard Drive i � I�I[2/{6Lg
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WINGS NOT SHOWN FOR CLARITY. [phone] ,�
8 FOR SECTION A-A, SEE SHEET 4 OF 4. [phone] (Fax) '•,,` ,Sy s, CC&:•`
O CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY. www.simpsonengr.com REVISIONS SHEET NO.
CV
S.D. COOPER 7-19 SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL", SHEET 4 OF 4. LICENSURE NO. C-2521 7/17/2019 NO. BY: DATE: NO. BY: DATE: S-12
DRAWN BY: DATE:
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
A
- C SURVEY -L- NOTES:
1'-0" 2'-6" 16'-0" _ 16'-0" 2'-6" _ 1'-0" STIRRUPS IN CAP MAY BE SHIFTED AS
. [
NECESSARY TO CLEAR DOWELS.
THE CONCRETE IN THE SHADED AREA OF
THE WING SHALL BE POURED AFTER THE
I I CONCRETE PARAPET IS CAST IF SLIP
FORMING IS USED.
FOR PILE SPLICE DETAILS, SEE SHEET 4 OF 4.
FOR WING DETAILS, SEE SHEET 3 OF 4.
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STATE OF NORTH CAROLINA
—o DEPARTMENT OF TRANSPORTATION
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RALEIGH
7 HP 12 X 53 STEEL PILES
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oN CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY. www.simpsonengr.com REVISIONS SHEET NO.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL", SHEET 4 OF 4. LICENSURE NO. C-2521 7/17/2019
DRAWN BY: S.D. COOPER DATE: 7-19 NO. BY: DATE: NO. BY: DATE: S-13
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
N- SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

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7/17/2019 REVISIONS SHEET NO.
DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 NO. BY: DATE: NO. BY: DATE: 5-14
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 1 3 TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
MINIMUM OF 3- ONE CUBIC BAR TYPES BILL OF MATERIAL
FOOT
S BAGS OF SHALL BE#78M OF POROUS° FOR ONE END BENT
FABRIC, SECURELY TIED.
A BACK GOUGE HK. (7- O HK. 4%2" 2'-5" 4� 2" BAR NO. SIZE TYPE LENGTH WEIGHT
DETAIL B
• • .. . B1 8 49 1 41'-O" 1115
A60° 1'-3" 38'-6" 1'-3" B2 28 44 STR 20'-7" 385
6" ( MIN.) PIPE - 6" ( MIN.) PIPE -- • • HK. c HK. B3 10 44 STR 2'-5" 16
FOR DRAINAGE FOR DRAINAGE L.] 4
, - AI`MIL - BACK GOUGE liii D1 22 6 STR 1 -6 50
���„':-,. ii? ��� _':'�� DETAIL A
I I 45° I. 1'-3" LAP
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o, TOE OF SLOPE TOE OF SLOPE ° OR VERTICAL
O. 8'-8"
ri 0o BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION 7.(\ 0" TO I/8" 600 +00° S1 50 #4 3 10'=5�' 348
o OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED (14,1_!///
S2 50 4 4 3 2 106
o STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED S3 28 44 5 6'-6" 122
1 PIPE WILL NOT BE ALLOWED.
.m , - V1 52 44 STR 6'-2" 214
I BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT -N
IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT = 1 -8„ QS
V' ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER. 0� �Y
w BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER- 0 0" TO I/8" i EN
1 MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS. o
DETAIL A
m NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE o
0 COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE N- 0
REINFORCING STEEL
vBID FOR THE SEVERAL PAY ITEMS. DETAIL B �1 (FOR ONE END BENT) 2638 LB,c POSITION OF PILE DURING WELDING. CLASS A CONCRETE BREAKDOWN
L (FOR ONE END BENT)
TEMPORARY DRAINAGE AT END BENT 2,-5„ POUR 1 CAP, LOWER PART 19.5 CY
-
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o ALL BAR DIMENSIONS ARE OUT TO OUT. POUR 2 UPPER PART OF 2.3 CY
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j FILL FACE HP 12 X 53 STEEL PILES HP 12 X 53 STEEL PILES
O NO: 7 LF = 105 NO: 7 LF = 105 TOTAL CLASS A CONCRETE 21.8 CY
L F .1 STEEL PILE POINTS NO. = 7 STEEL PILE POINTS NO. = 7
N II
o /'- `.` - `�` ! II I II PILE DRIVING EQUIPMENT PILE DRIVING EQUIPMENT
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CC ---- --- ----- ---------------- -- ------- -- --- y Zo CONCRETE II ! II
NO: 7 NO: 7
m t, ------ ----- � I COLLAR I BOTTOM OF CAP
N �• —�— ; ` — �— II 1 II PILE EXCAVATION LF = 60
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E 2'-0" I 1
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m 4-#9 B1 S2 aCORROSION PROTECTION FOR STEEL PILES DETAIL [*41
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N � �
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�� Co HP 12 X 53 ►! 3" HIGH B.B.
N 0 I STEEL PILE I STATE OF NORTH CAROLINA
°o i ! DEPARTMENT OF TRANSPORTATION
0_ N-
RALEIGH
6 �' j/ /
1'-4�2" 1'-41�2" PLANS PREPARED BY: SUBSTRUCTURE
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' DETAILS
t I `+-803,�i7 B9f��[4dffl i _
o ELASTOMERIC BRG. 1,_7„ SECTION A - A 5640 e DillardO Drive ? IJIC2/i6L8
PAD (TYPE I) (TYP.) FILL FACE :,F Q,:
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m (CONCRETE COLLAR NOT SHOWN FOR CLARITY. [phone] ''SY'S.''0-••',,
o " " SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL.") [phone] (Fax) •.
N DETAIL A C REVISIONS SHEET NO.
www.simpsonengr.com ��'•�;lirs�••'t°
LICENSURE NO. C-2521 7/17/2019
DRAWN BY: S.D. COOPER DATE: 7-19 NO. BY: DATE: NO. BY: DATE: S-15
B.S. COX 7-19 (END BENT 1 SHOWN, END BENT 2 SIMILAR BY ROTATION) TOTAL
N- CHECKED BY: DATE: DOCUMENT NOT CONSIDERED FINAL SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
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.q- 4rn END BENT 2 70 80
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c\, i SLOPE 1/2. 1
7 I i i i i
(0 -—;- SLOPE 11/2: 1 EXCAVATED SLOPE 2:1 —
O �i 2'-0„ GROUND LINE
N STATE OF NORTH CAROLINA
•� GROUNDALIDNE EL. 572.40 ±
� 1 0 MIN. EARTH BERM GROUND LINE DEPARTMENT OF TRANSPORTATION
2 -Q EL. 572.40 ± - - �p z RALEIGH
7 o NORMAL TO CAP �
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N . EASOCIATES LfiM.iSS��;I,�: 'sRIP RAP DETAILS
NORMAL T O CAP ��- _ 8o3pg99L
SECTION GEOTEXTILE 5640 Dillard Drive 1268
r;-; C Site 200
•
Cary NC 27518 ' •. CI NE: ••
01 SECTION H — H BERM RIP RAPPED SECTION C — C [phone]
Car(919) 852-0598 (Fax) "•.. •s:'�o;�••'''
o www.simpsonengr.com
7/17/2019 REVISIONS SHEET NO.
• DRAWN BY: S.D. COOPER DATE: 7-19 LICENSURE NO. C-2521 NO. BY: DATE: NO. BY: DATE: 5-16
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1 060F6
BILL OF MATERIAL
Ic N APPROACH SLAB AT END BENT 1
°O CV N NOTES: BAR NO. SIZE TYPE LENGTH WEIGHT
i Al 26 #4 STR 16'-9" 291
1 I _ 1 � FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4 QS DRAINAGE PIPE, �
AND SELECT MATERIAL BACKFILL, SEE ROADWAY PLANS. A2 26 #4 STR 16'-8" 289
o a
N ;�, GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS SECTION 1056. * B1 64 #5 STR 11'-2" 745
SELECT MATERIAL BACKFILL (CLASS V OR CLASS VI) SHALL BE IN B2 64 #6 STR 11'-8" 1121
ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016.
SELECT MATERIAL BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF REINFORCING STEEL LB 1410
BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB. * EPDXY COATED
6" BEVEL 6" BEVEL REINFORCING STEEL LB 1036
FOR THE 4" O DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD DRAWINGS.
D 12'-O" 12'-O"
M AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO CLASS AA CONCRETE CY 19.3
o 1'-3" 11-#4 Al (a7 1'-0" CTS. 9" 9" 11-#4A1 ® 1'-O" CTS. l'-3" DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL APPROACH SLAB A T END BENT 2
o I � - - BE PAVED. SEE ROADWAY PLANS.
o (TOP OF SLAB) (2 BAR RUN) 1 (TOP OF SLAB) (2 BAR RUN) BAR N0. SIZE TYPE LENGTH WEIGHT
m # # „ m APPROACH SLAB GROOVING IS NOT REQUIRED. Al 26 #4 STR 16'-9" 291
a a 11- 4 A2 (a� 1 0 CTS. 9 11- 4A2 Cad 1 0 CTS. � a
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APPROVED WIRE BAR SELECT 2 LAYERS OF 30 LB.
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L - L -
o PREVENT BOND SECTION N-N END OF CURB STATION.
N OR CLASS VI)
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N (TO BE DETERMINED
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I I-I-I RALEIGH
t NORMAL TO END BENT 4" O PERFORATED g,; ;�;�: . PLANS PREPARED BY: B R I D G E A P P R 0 A C H
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SECTION T H R U SLAB www.simpsonengr.com
N ����"""���, REVISIONS SHEET NO.
S.D. COOPER 7-19 LICENSURE NO. C-2521 7/17/2019
N0. BY: DATE: N0. BY: DATE: S—17
DRAWN BY: DATE: (TYPE II - MODIFIED APPROACH FILL) TOTAL
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
R
CLASS "B" STONES
ff
FOR EROSION CONTROL � f _
TEMP. SLOPE DRAIN ELBOW
2'-0"MIN. 1'-0" IW
MIN 1 TEMPORARY SLOPE DRAIN
o, FUTURE SHOULDER 4 -0 ELBOW
-o 14-1
o EARTH DITCH BLOCK Amm
o
o TOE OF FILL
o APPROACH CLASS "B" STONE
a SLAB oiz H, FOR EROSION CONTROL
0 is:i N , SECTION R—R
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~ / S 12" MINIMUM j MATERIAL OVER PIPE
my i FLOW LINE j EARTH DITCH BLOCK
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Si END OF APPROACH SLAB-I 1 -6 MIN. �
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o /////A EROSION RESISTANT MATERIAL
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ii: NOTE: IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB, I
v THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPEco
o) DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
c i
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE4'-0" MIN.
.3 EROSION RESISTANT MATERIAL SHALL BE EITHER 1) ASPHALT ' FILL SLOPE
L PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2" DEPTH, 2) EROSION CONTROL
i MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER.
THE SLOPE DRAIN SHALL CONSIST OF A NON-PERFORATED SECTION S—S
L TEMPORARY DRAINAGE PIPE, 12 INCHES IN DIAMETER.
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7 TEMPORARY BERM AND SLOPE DRAIN DETAILS
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7 2f EROSION RESISTANT MATERIAL
-° N • BACKFILL EXCAVATION HOLE
0 AND GRADE TO DRAIN
0
0 NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
o AFTER THE BACKFILLING OF THE END BENT EXCAVATION,
GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE
+ EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING
o OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION
AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE.
THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE
N MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB. 17BPJ . R . 122
C PROJECT NO.
TEMPORARY DRAINAGE DETAIL
.(0 ALAMANCE
COUNTY
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co STATION: 14 + O3DOO - L -
0
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(0 SHEET 2 OF 2
U
U STATE OF NORTH CAROLINA
�o DEPARTMENT OF TRANSPORTATION
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RALEIGH
6 PLANS PREPARED BY:
IMPSON ,,���.�s�����i,,��,
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(.0 NGINEERS Q�t b ••.. •
•, SSOCIATES i9 gtosibi;•.9
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5640 Dillard Drive 1268
0 Suite 200
M Cary, NC 27518 �•.;�NCI NE�cQ:•'
Cn [phone] ''' ,q�••y...••• .r- •%
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CO,,cv , REVISIONSSHEET NO.
LO S.D. COOPER7-19 LICENSURE NO. C-2521 7/17/2019
DRAWN BY: DATE: NO. BY: DATE: NO. BY: DATE: 5-18
CHECKED BY: B.S. COX DATE: 7-19 DOCUMENT NOT CONSIDERED FINAL 11 3 TOTAL
N SHEETS
DESIGN ENGINEER OF RECORD: B.S. COX DATE: 7-19 UNLESS ALL SIGNATURES COMPLETED 2 4 18

DocuSign Envelope ID: 181 F7B67-D859-4007-B4A5-BDFA8F1060F6
STANDARD NOTES
DESIGN DATA: ALLOWANCE FOR DEAD LOAD DEFLECTION, SETTLEMENT: HANDRAILS AND POSTS:
SPECIFICATIONS A.A.S.H.T.O. (CURRENT) E T C o I N CASTING SUPERSTRUCTURES: 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
-o SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE. RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB.
M 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
o0 DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE.
o STRESS IN EXTREME FIBER OF ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE
o 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
o
1 STRUCTURAL STEEL - AASHTO M270 GRADE 36 - 20,000 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
czn 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 50W - 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
Cl) - AASHTO M270 GRADE 50 - 27,000 LBS. PER SQ. IN. BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED SPECIAL NOTES:
TO COMPENSATE FOR DEAD LOAD DEFLECTION, VERTICAL CURVE ORDINATE, AND
M REINFORCING STEEL IN TENSION ACTUAL BEAM CAMBER. GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
co IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS, AN GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
1 GRADE 60 - - 24,000 LBS. PER SQ. IN. ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK, OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
o AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE SPECIFICATIONS ARTICLE 105-4.
i CONCRETE IN COMPRESSION 1,200 LBS. PER SQ. IN. ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK, THE FINISHED STRUCTURES
o SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND
CONCRETE IN SHEAR SEE A.A.S.H.T.O. CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.
L1 DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
7
co STRUCTURAL TIMBER - TREATED OR AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL
°' BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE
'3 UNTREATED - EXTREME FIBER STRESS 1,800 LBS. PER SQ. IN. FALSEWORK OR FORMS IS STARTED.
o
L COMPRESSION PERPENDICULAR TO GRAIN
7 OF TIMBER - - - - 375 LBS. PER SQ. IN. REINFORCING STEEL:
a)
L EQUIVALENT FLUID PRESSURE OF EARTH 30 LBS. PER CU. FT. ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
-F PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
o (MINIMUM) IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT
L TO OUT AS INDICATED ON PLANS.
+ WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
7MATERIAL AND WORKMANSHIP: INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS
o LINES, THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.
cc PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2018 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE
cc'° N. C. DEPARTMENT OF TRANSPORTATION. STRUCTURAL STEEL:
0 STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7/8" O SHEAR STUDS FOR THE
N BE HOT ROLLED. 3/4" 0 STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
THE RATE OF 3 - 7/8" 0 STUDS FOR 4 - 3/4" 0 STUDS, AND STUD SPACING CHANGES
o CONCRETE:N C R ET E: SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8" 0 STUDS
ALONG THE BEAM AS SHOWN FOR 3/4 O STUDS BASED ON THE RATIO OF 3 - 7/8 O
rn STUDS FOR 4 - 3/4" O STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE SHALL BE BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-0".
o USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT: EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
c CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES, PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION,
E ABUTMENT BACKWALLS, AND APPROACH SLABS: AND CLASS B CONCRETE SHALL SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
o BE USED FOR SLOPE PROTECTION AND RIP RAP. EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/16" IN THICKNESS AND
a DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2" OR A THICKNESS
Lo
CONCRETE CHAMFERS: 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".
Ln
m UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON ELECTROSLAG WELDING WILL NOT BE PERMITTED.
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
STRUCTURES SHALL BE CHAMFERED 3/4" WITH THE FOLLOWING EXCEPTIONS: SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
-° TOP CORNERS OF CURBS MAY BE ROUNDED TO 1-1/2" RADIUS WHICH IS BUILT ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1/16 INCH OR
° INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,
o SHALL BE ROUNDED WITH A 1/4" FINISHING TOOL UNLESS OTHERWISE REQUIRED OR METALLIZING.
o ON PLANS: AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES
o AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A 1/4" RADIUS
WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS.
o
DOWELS:
`` DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL
o BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO
.-
coPLACE WITH 1:2 CEMENT MORTAR.
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O ENGLISH
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JANUARY9 1990