HomeMy WebLinkAbout20161013_17BP.2.R.67_Beaufort Br110_100%_submittal_20170517This electronic collection of documents is provided
for the convenience of the user
and is Not a Certified Document -
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The documents contained herein were originally issued
and sealed by the individuals whose names and license
numbers appear on each page, on the dates appearing
with their signature on that page.
This file or an individual page
shall not be considered a certified document.
DocuSign Envelope ID: D95C8ECF-6611-4233-AD24-E1DFB91C6D9E
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See Sheet �-A For I ndex of Sheets
See Sheet �-B f or Conventi onal Plan Sheet Symbols
See Sheet � C- � and � C-2 f or Survey Control Sheets
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LOCA TI01�: REPLA CE BRIDGE 1�0. IIO O VER BEA VERDAM S WAMP
01� SR 1507 (SLATEST0I�E ROAD)
TYPE OF WORI�: GRADI11tG, DRAI11tAGE, PA VI1�G A11tD STR UCTURE
TO SR 1501
(HIGHLAND DRIVE)
SR 1507 SLATESTONE ROAD
BEGI11l PROJECT 17BP.2.R.67
BEGIIV C011lSTR UCTI0111
—L— POT STA l2 + 00.00
BEGIN BRIDGE
-L- POC STA 14 + 41.
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— 1 1
\O e Mp�N0�1A I I
1REE 1 �
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-L- POC STA 15 + 14.19 `
END CONSTRUCTION
-L- STA 16 + 70.00
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E11tD PROJECT 17BP.2.R.67
—L— POC STA 16 + 20.00
TO NC 32 �
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DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
Prepared In the Offlce of: HYDRAULICS E11tGI11lE •""""•�
GRAPHIC SCALES DESIGI� DATA PROJECT LEI�GTH �" �ARo� �'•,,
�,, o� ,... . .,, ,ti ,�
HNTB NORTH CAROLINA, P.C. �•`�;'�FESS./0'.9'��
ADT 2011 = 1700 343 E. Six Forks Road, Suite 200 �:'�� �q�': %
50 25 0 50 100 Raleigh, North Carolina 27609 ::� SEAL �: = o� �O�p�
ADT 2031 = 3400 NC License No. C-1554 . 15764 � �
DocuSigned b'�i '. F �. �� ; G�� � a
K = � 0 p�0 2012 STANDARD SPECIFICATIONS ��� �$� �,� �
PLANS _ DAVID W. BASS, PE Z ��$� E 5 4 F 4�q"' F sl AEe ;�`'•, �Q o��
D= 60 % LENGTH OF ROADWAY PROJECT 17BP.2.R.67 — 0.065 MILES PROJECT ENGINEER �� P��'''��������•`' o a
SIGNAT URE: r,r li n
50 25 0 50 l00 T— 6 %* RIGHT OF WAY DATE: ,.o��"cARo�'•,,, �, o
LENGTH OF STRUCTURE PROJECT 17BP.2.R.67 = 0.014 MILES MONICA J. DUVAL ROADWAY DESIGII�.� �....•••••••.. �. �
V= 55 MPH OCTOBER 5� ZO� 6 PROJECT DESIGN ENGINEER �•, ��'pF�S$ l�':�9,�'� � Q
E1�GII�EER ;
PROFILE (HORIZONTAL) * TTST =2% DUAL 4% TOTAL LENGTH OF PROJECT 17BP.2.R.67 = 0.079 MILES =��� SEAL�9��: = ��� QOQ�
l 0 5 0 l 0 2 0 F U N C C LAS S= LETTING DATE: H O N F. Y E U N G P E DocuSigned by: � �:.. 02 0� o�.:; °� �� a��
NCDOT CONTACT �� w• ,� � V�, � N��PS,�.`�,
LOCAL APRIL 12, 2017 �''• W��•
PROFILE (VERTICAL) SUBREGIONAL TIER Z �F�9�'�SOD39407 P.�,,,,�������,�.
SIGNATURE:
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DocuSign Envelope ID: OEEC6CBF-DA46-47ED-8786-A2153F552466
INDEX OF SHEETS
SHEET NUMBER
1
1 A-1
1B-1
1 C-1 TH RU 1 C-2
2A-1
2 C-1
3 B-1
4
TMP-1 TH RU TMP-2
EC-1 TH RU EC-7
UC-1 THRU UC-4
UO-1 THRU UO-2
X-1 TH RU X-6
S-1 TH RU S-18
GENERAL NOTES:
GRADE LINE:
GRADING AND SURFACING:
CLEARING:
SHEET
TITLE SHEET
INDEX OF SHEETS, GENERAL NOTES & LIST OF STANDARDS
SYMBOLOGY SHEET
SURVEY CONTROL SHEET
TYPICAL SECTION SHEET
STRUCTURE ANCHOR UNIT DETAIL
EARTHWORK, PAVEMENT REMOVAL, GUARDRAIL SUMMARY,
ROW SUMMARY, & DRAINAGE SUMMARY SHEET
PLAN & PROFILE SHEET
TRAFFIC CONTROL PLANS
EROSION CONTROL PLANS
UTILITIES CONSTRUCTION PLANS
UTI LITI ES BY OTH ERS
CROSS SECTION SHEETS
STRUCTURE PLANS
2012 SPECIFICATIONS
EFFECTIVE: O1-17-2012
REVISED: 10-31-2014
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED
SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. GRADE LINES MAY BE
ADJUSTED AT THEIR BEGINNING AND ENDING AND AT STRUCTURES AS DIRECTED BY THE
ENGINEER IN ORDER TO SECURE A PROPER TIE-IN.
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY
MODIFIED METHOD III.
SUPERELEVATION:
ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH STD.
NO. 225.04 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS.
SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL
SECTIONS.
SHOULDER CONSTRUCTION:
SIDE ROADS:
GUARDRAIL:
ASPHALT, EARTH, AND CONCRETE SHOULDER CONSTRUCTION ON THE HIGH SIDE OF
SUPERELEVATED CURVES SHALL BE IN ACCORDANCE WITH STD. NO. 560.01
THE CONTRACTOR WILL BE REQUIRED TO DO ALL NECESSARY WORK TO PROVIDE
SUITABLE CONNECTIONS WITH ALL ROADS, STREETS, AND DRIVES ENTERING THIS PROJECT.
THIS WORK WILL BE PAID FOR AT THE CONTRACT UNIT PRICE FOR THE PARTICULAR ITEMS
INVOLVED.
THE GUARDRAIL LOCATIONS SHOWN ON THE PLANS MAY BE ADJUSTED DURING
CONSTRUCTION AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHOULD CONSULT
WITH THE ENGINEER PRIOR TO ORDERING GUARDRAIL MATERIAL.
SUBSURFACE PLANS:
END BENTS:
UTI LITI ES:
NO SUBSURFACE PLANS ARE AVAILABLE ON THIS PROJECT. THE CONTRACTOR SHOULD
MAKE HIS OWN INVESTIGATION AS TO THE SUBSURFACE CONDITIONS.
THE ENGINEER SHALL CHECK THE TRUCTURE END BENT PLANS, DETAILS, AND CROSS
SECTION PRIOR TO SETTING OF THE SLOPE STAKES FOR THE EMBANKMENT OR EXCAVATION
APPROCHING A BRIDGE.
UTILITY OWNERS ON THIS PROJECT ARE
POWER - CITY OF WASHINGTON
PHONE - TRI COUNTY TELEPHONE
CATV - SUDDENLINK
WATER - BEAUFORT COUNTY WATER
ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS.
EXCEPT AS SHOWN ON THE PLANS.
RIGHT-OF-WAY MARKERS:
ALL RIGHT-OF-WAY MARKERS ON THIS PROJECT SHALL BE PLACED BY OTHERS.
EFF. O1-17-2012
REV. 02-29-2016
2012 ROADWAY ENGLISH STANDARD DRAWINGS
The following Roadway Standards as appear in "Roadway Standard Drawings" Highway Design Branch -
N. C. Department of Transportation - Raleigh, N. C., Dated January, 2012 are applicable to this project
and by reference hereby are considered a part of these plans:
STD.NO. TITLE
DIVISION 2 - EARTHWORK
200.03 Method of Clearing - Modified Method II
225.02 Guide for Grading Subgrade - Secondary and Local
225.04 Method of Obtaining Superelevation - Two Lane Pavement
DIVISION 3 - PIPE CULVERTS
300.01 Method of Pipe Installation
310.10 Driveway Pipe Construction
DIVISION 4 - MAJOR STRUCTURES
422.10 Reinforced Bridge Approach Fills
DIVISION 5- SUBGRADE, BASES AND SHOULDERS
560.01 Method of Shoulder Construction - High Side of Superelevated Curve - Method I
DIVISION 8 - INCIDENTALS
840.00
840.29
840.35
840.66
846.01
862.01
862.02
862.03
876.01
876.02
Concrete Base Pad for Drainage Structures
Frames and Narrow Slot Flat Grates
Traffic Bearing Grated Drop Inlet - for Cast Iron Double Frame and Grates
Drainage Structure steps
Concrete Curb, Gutter and Curb & Gutter
Guardrail Placement
Guardrail Installation
Structure Anchor Units (Beg. March 2013 letting use detail in lieu of Standard)
Rip Rap in Channels
Guide for Rip Rap at Pipe Outlets
BOUNDARIES AND PROPERTY.•
State Line ----- -----
County Line
Township Line
City Line
Reservation Line
Property Line
Existing Iron Pin �
Property Corner �
Property Monument 0
Parcel/Sequence Number i23
Existing Fence Line -X X x-
Proposed Woven Wire Fence
Proposed Chain Link Fence
Proposed Barbed Wire Fence '�
Existing Wetland Boundary - - - -W�B— — — —
Proposed Wetland Boundary W�B
Existing Endangered Animal Boundary EAB
Existing Endangered Plant Boundary EPB
Existing Historic Property Boundary HPB
Known Contamination Area: Soil , '� '��,
Potential Contamination Area: Soil � �
Known Contamination Area: Water '� '�
Potential Contamination Area: Water �� �?�
Contaminated Site: Known or Potential �' �
BUILDINGS AND OTHER CULTURE.•
Gas Pump Vent or U/G Tank Cap O
Sign �
Well °
Small Mine �
Foundation 0
Area Outline
Cemetery ;
Building
School �
Church �
�
Dam
HYDROLOGY.•
Stream or Body of Water
Hydro, Pool or Reservoir � �
Jurisdictional Stream �S
Buffer Zone 1 Bz �
Buffer Zone 2 Bz 2
F I ow Arrow � --- ---
Disappearing Stream �--- ---
Spring �-��.�,.--�
Wetland �
Proposed Lateral, Tail, Head Ditch
� FLOW
False Sump �
����� � �� � J�� � ��������9 �J� ��� � �� ��������� ���'�
Note: Not to Scale *S. U.E. = Subsurface Utility Engineering
RAILROADS.•
Standard Gauge
RR Signal Milepost
Switch
RR Abandoned
RR Dismantled
RIGHT OF WAY.•
Baseline Control Point
Existing Right of Way Marker
Existing Right of Way Line
Proposed Right of Way Line
Proposed Right of Way Line with
Iron Pin and Cap Marker
Proposed Right of Way Line with
Concrete or Granite R�W Marker
Proposed Control of Access Line with
Concrete C�A Marker
Existing Control of Access
Proposed Control of Access
Existing Easement Line
Proposed Temporary Construction Easement -
Proposed Temporary Drainage Easement
Proposed Permanent Drainage Easement
Proposed Permanent Drainage / Utility Easement
Proposed Permanent Utility Easement
Proposed Temporary Utility Easement
Proposed Aerial Utility Easement
CSX TRANSPORTATION
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MILEPOST 35
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SWITCH
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Proposed Permanent Easement with
Iron Pin and Cap Marker
ROADS AND RELATED FEATURES.•
Existing Edge of Pavement —
Existing Curb —
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E
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TDE
PDE
DUE
PUE
TUE
AUE
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Orchard
Vi neya rd
EXISTING STRUCTURES:
MAJ O R:
Bridge, Tunnel or Box Culvert
Bridge Wing Wall, Head Wall and End Wall -
MINOR:
Head and End Wall
Pipe Culvert
Footbridge
Drainage Box: Catch Basin, DI or JB
Paved Ditch Gutter
Storm Sewer Manhole
Storm Sewer
UTILITIES.•
POWER:
Existing Power Pole
Proposed Power Pole
Existing Joint Use Pole
Proposed Joint Use Pole
Power Manhole
Power Line Tower
Power Transformer
U/G Power Cable Hand Hole
H-Frame Pole
U/G Power Line LOS B(S.U.E.*)
U/G Power Line LOS C(S.U.E.*)
U/G Power Line LOS D(S.U.E.*)
— TELEPHONE:
Proposed Slope Stakes Cut --- �---
Proposed Slope Stakes Fill --- F---
Proposed Curb Ramp �R
Existing Metal Guardrail T T T
Proposed Guardrail T T T T
Existing Cable Guiderail n n �
Proposed Cable Guiderail n n n n
Eq�al�ty Symbol �
Pavement Removal
T�EGETATION.•
Single Tree
Single Shrub
Hedge
Woods Line
�3
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Existing Telephone Pole
Proposed Telephone Pole
Telephone Manhole
Telephone Pedestal
Telephone Cell Tower
U/G Telephone Cable Hand Hole
U/G Telephone Cable LOS B(S.U.E.*) -
U/G Telephone Cable LOS C(S.U.E.*) -
U/G Telephone Cable LOS D(S.U.E.*) -
U/G Telephone Conduit LOS B(S.U.E.*)
U/G Telephone Conduit LOS C(S.U.E.*)
U/G Telephone Conduit LOS D(S.U.E.*)
U/G Fiber Optics Cable LOS B(S.U.E.*)
U/G Fiber Optics Cable LOS C(S.U.E.*)
U/G Fiber Optics Cable LOS D(S.U.E.*)
� � � �
Vineyard
CONC
J ��N� WW �
WATE R:
Water Manhole
Water Meter
Water Valve
Water Hydrant
U/G Water Line LOS B(S.U.E*)
U/G Water Li ne LOS C(S. U. E*)
U/G Water Li ne LOS D(S. U. E*)
Above Ground Water Line
TV:
�oN� Hw TV Pedestal
TV Towe r
�--------� U/G TV Cable Hand Hole
��B U/G TV Cable LOS 6(S.U.E.*)
U/G TV Cable LOS C(S.U.E.*)
� U/G TV Cable LOS D(S.U.E.*)
U/G Fiber Optic Cable LOS B(S.U.E.*)
s
U/G Fiber Optic Cable LOS C(S.U.E.*)
U/G Fiber Optic Cable LOS D(S.U.E.*)
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- - - -T- - - -
- -T- -
T
- - - -TC- - - -
- -TC- -
TC
- - - -T FD- - -
- -T FO- -
T FO
GAS :
Gas Va lve
Gas Meter
U/G Gas Line LOS B(S.U.E.*)
U/G Gas Line LOS C(S.U.E.*)
U/G Gas Line LOS D(S.U.E.*)
Above Ground Gas Line
SANITARY SEWER:
Sanitary Sewer Manhole
Sanitary Sewer Cleanout
U/G Sanitary Sewer Line
Above Ground Sanitary Sewer
SS Forced Main Line LOS B(S.U.E.*)
SS Forced Main Line LOS C(S.U.E.*)
SS Forced Main Line LOS D(S.U.E.*)
MISCELLANEOUS:
Utility Pole
Utility Pole with Base
Utility Located Object
Utility Traffic Signal Box
Utility Unknown U/G Line LOS 6(S.U.E.*)
U/G Tank; Water, Gas, Oil
Underground Storage Tank, Approx. Loc. -
A�G Tank; Water, Gas, Oil
Geoenvironmental Boring
U/G Test Hole LOS A(S.U.E.*)
Abandoned According to Utility Records -
End of Information
-W
W
A/G Water
- -TV- - -
TV
- - - -TV FO- - -
- -TV FO-
TV FO
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A/G Gas
OO
O
ss
A/G Sanitary Sewer
- - - -FSS- - - -
FSS
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AATU R
E.O.I.
-L- STA 12 + 00.00
BEGIN CONSTRUCTION
LOCALIZED PROJECT COORDINATES
N= 670,411.6447
E= 2, 614, 889. 8164
O
O
+
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— TO SR l50/ (NIGHLAND DR)
SR 1507 SLATESTONE RD 2/.7' BST
NCDOT GPS STATION "60110-1 "
LOCALIZED PROJECT COORDINATES
N= 670,446.6380
E = 2, 614, 685.5470
CONTROL DATA
I1
0 0 0
��
POINT DE�Co NORTH ERST ELEVRTION L STRTION OFFSET
———— ———— — —— ——— ———— —— ———— ——— ———— ——— ———— ——— —— — ——— ———— ——— ———— ——— ———— —— ———— ——— —
6�11�1 67�4460638� 26146850547� 37012 OUTSIDE PROJECT LIMI—�
BL3 67�364047�3� 26151360792� 37013 14�5�0�7 .��a32 L1��
6�11�? 67�2�1��i�h� ?F1�7���74��i 37a?� ���3�0�5 ;4�8� II
N 57° 35' 10.4" E
PT Sta. 10+63.6/
—L— POT STA 13+90.27=
—DRVI— POT STA 10+00.00
—DRV2— POT STA 10+00.00
PT Sta. 10+77.39
S 58° 05' 12.9" E
PC Sta. 10+87.38
S 75° 4/` 40.�" E
S l4° l8' 19.2" W
—L—
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PC Sta. 10+��
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NCDOT BASELINE STATION "BL-3"
LOCALIZED PROJECT COORDINATES
N= 670,364.4790
�4 E = 2,615,136.7920
PC Sta. 11+2/.90
PC Sto. 11+92.24
-L- STA 16 + 70.00
END CONSTRUCTION
LOCALIZED PROJECT COORDINATES
N = 670,295.5127
E = 2, 615, 345.2430 �
1�OTE: DRA WI1�G 1�OT TO SCALE
NCDOT GPS STATION "60110-2"
LOCALIZED PROJECT COORDINATES
N = 670,221.0360
E= 2, 615, 700. 7400
NOTES:
POT Sta.22+36.78
' 76° 23' /2.0" E
TO NC 32 —
THE CONTROL DATA FOR THIS PROJECT CAN BE FOUND ELECTRONICALLY BY SELECTING
PROJECT CONTROL DATA AT:
HTTP://WWGV.NCDOT. GOU/DOH/PRECONSTR UCT/HIGHWAY/LOCATION/PROJECT/
THE FILES TO BE FOUND ARE AS FOLLOWS:
TIP 060110_LS_CONTROL.TXT
SITE CALIBRATION INFORMATION HAS NOT BEEN PROVIDED FOR THIS PROJECT.IF FURTHER
INFORMATION IS NEEDED, PLEASE CONTACT THE LOCATION AND SURVEYS UNIT.
� INDICATES GEODETIC CONTROL MONUMENTS USED OR SET FOR HORIZONTAL PROJECT CONTROL
BY THE NCDOT LOCATION AND SURVEYS UNIT.
PROJECT CONTROL ESTABLISHED USING GLOBAL POSITIONING SYSTEM.
SURT�EY C01�TROL SHEET 060110
PRELIMINARY ROW /EASEMENT POINTS
ROW M�1R��R ��RM�1���T ����M��T �
��I�� ST�TIO� O��SCT ���JORT C��T
� 11+��0�� —��o�� ���46�042�4 2�14g��o�2��
� 1 1+�i � o�� 6� o�� 6��4�4 0 4��2 2614g�� o�42�
� 12+��0�� ;��o�� 6�����022�4 2614�3�og��4
� 1�+��0�� 4�0�� E������o��C6 2E1��240�464
� 1�+6�0�� —6�0�� 6��4��02��� 261����06��1
� 1�+6�0�� ��o�� 6��4�10 1g11 261���202644
� 14+��0�� 4�a�� 6����6026�6 261�12�o�4�C
� 14+6�0�� ���o�� 6��26�06466 261�126og�24
� 16+��0�� ��o�� ���2�4066�4 261�2620���2
� 16+��0�� ��o�� 6��2�1o�g4� 2�1��1go4���
� 16+�10�� F��o�� E���2������� 2�1��2204�1�
� 1�+�1og� ;��o�� 6��26�046�1 2�1��2�o�g46
� 16+g�o�� —��o�� 6����10 1�21 2E1��6�0���6
� 16+��0�� —���0�1 6���220 12�g 2E1�3620�4��
� 16+��10�� ���o�� ���2610��64 2E1����0��44
� 1�+�1og� ��o�� 6��2�1o�g66 2�1���10�41�
DATUM DESCRIPTION
THE LOCA�IZED COORDINATE SYSTEM DEUE�OPED FOR THIS PROJECT
IS BASED ON THE STATE P�ANE COORDINATES ESTAB�ISHED BY
NCGS FOR MONUMENT "060110-2"
WITH NAD 83/NA 2011STATE P�ANE GRID COORDINATES OF
NORTH I NG : 670, 221 . 036 ( ft ) EAST I NG : 2, 615 , 700. 740 ( ft )
E�EVATIONo 37.32 (ft)
THE AVERAGE COMBINED GRID FACTOR USED ON THIS PROJECT
( GROUND TO GR I D) I S: 0 e 999892319
THE N.Ce �AMBERT GRID BEARING AND
�OCA�IZED HORIZONTAL GROUND DISTANCE FROM
"060110-2 " TO —L— STAT I ON 12+00 I S
N 76° 46' 21 . 58" W 833. 02 ( ft )
A�� �INEAR DIMENSIONS ARE LOCALIZED HORIZONTAL DISTANCES
VERTICAL DATUM USED IS NAVD 88
NOTES:
THE CONTROL DATA FOR THIS PROJECT CAN BE FOUND ELECTRONICALLY BY SELECTING
PROJECT CONTROL DATA AT:
HTTP:/�WWW.NCDOT. GOV/DOH/PRECONSTR UCT/HIGHWAY/LOCATION/PROJECT/
THE FILES TO BE FOUND ARE AS FOLLOWS:
TIP 060110 LS_CONTROL.TXT
SITE CALIBRATION INFORMATION HAS NOT BEEN PROVIDED FOR THIS PROJECT.IF FURTHER
INFORMATION IS NEEDED, PLEASE CONTACT THE LOCATION AND SURVEYS UNIT.
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DIVISION OF HIGHWAYS
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DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS
RALEIGH, N.C.
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� COMPUTED BY: MONICA J. DUVAL DATE: 09/14/16 PROJECT REFERENCE NO. SHEET NO.
� CHECKED BY: DAVID W. BASS, PE DATE: 09/14i1 b � � � �" � � � � � � � � � � � � � � � �
17BP.2.R.67 3B-1
�� SUMMARY OF EARTHWORK ��������� �� ��������
STATION STATION UNCL. EMBANK. BORROW WASTE PA VEMEI�T REMO T�AL S UMMAR Y SH4 ULDER BERM
EXCAV. +% G UTTER S UMMAR Y
-L- STA 12+00.00 -L- STA 14+41.81(BRIDGE) 305 114 0 191 SURVEY STATION STATION LOCATION YD�
LINE LT/RT/CL SURVEY STATION STATION LENGTH R O W AREA DA TA S UMMAR Y
LINE (FT)
L- STA 15+14.19(BRIDGE -L- STA 16+20.00 155 261 106
-L- 12+00.00 14+56.29 CL 623.18 _L- (RT) 15+25.19 15+50 24.81
-L- 15+03.08 �6+20.0o c� 287.3o PARCEL PERM. PERM. PERM.
-L- (LT) 15+25.19 15+50 24.s� PROPERTY OWNERS NAMES CONST.
UTILTIY DRAIN. DRAINAGE EASE.
SUBTOTALS: 460 375 106 191
NO. EASE. EASE. UTILITY EASE.
1 OTIS M. & DEBORAH C. ALLIGOOD 7800 SF 5076 SF 625 SF
WASTE IN LIEU OF BORROW -106 -106 2 ANTHONY E. BOWEN 3115.29 SF 4655 SF
3 LINDON LEWIS ALLIGOOD 900 SF 5772.21 SF
PROJECT TOTALS: 460 0 85 4 JASPER W. FLEMING, HEIRS 4523 SF
TOTAL: 49.62
GRAND TOTALS: 460 0 85
SAY: 55
TOTAL: 910.48
SAY: 500 0 85
Note: Approximate quantities only. Unclassified Excavation, Borrow Excavation, SAY: 925
Fine Grading, Clearing and Grubbing, and Removal of Existing Pavement
will be paid for at the contract lump sum price for "Grading."
Earthwork quantities are calculated by the Roadway Design Unit. These earthwork quantities are LIST OF PIPES E1�D WALLS ETC. (FOR l'IPES 48 �� � U1�DER�
based in part on subsurface data provided by the Geotechnical Engineering Unit. > >
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ENDWALLS Q � m
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W � �y J N N
� Z� � m� N � � ABBREVIATIONS
CLASS III R.C. PIPE �-� `� Q X c� �
O pR STD. 838.01 Z� v �_ � �
Z Cqqp BITUMINOUS COATED C.S. PIPE TYPE B ' a�� �`" �'? ,o � oo � �o N N �
STATION ALUMINIZED C.S. PIPE, TYPE IR STD. 838.11 � � J N N N oo � N o
� w UNLESS NOTED OTHERWISE �� �' ao N N � � C.B. CATCH BASIN
V � ( � OR �R � O �' � � FRAME, GRATES � ,�d. � N � � � 0 00
O U HDPE PIPE, TYPE S OR D STD. 838.80 O Z+ AND HOOD � � 00 o N � � M � � � N.D.I. NARROW DROP INLET
� � Z Z (NOTED ~ Cl a �o � O O p p �- � � � � N � � D.I. DROP INLET
STANDARD 840.03 � o0
� N Z � � a OTHERWISE � v� o � � � O O tn tn �j
� � Q Q U ) v oo � v, � � �, � � G.DJ. GRATED DROP INLET
v � W W � LIN. 00 p °° � °�° � � � o `" � v � G.D.I. N.S. GRATED DROP INLET
Z Q � � � *FT. � � p o 0 o p = = p O , J � )
p W W LL' v o y N N � � � � 3 � � o�o CO Z Z m � (NARROW SLOT)
SIZE v a „� W � 12" 15" 18" 24" 30" 36" 42" 48" 12" 15" 18" 24" 30" 36" 42" 48" 12" 15" 18" 24" 30" 36" 42" 48" ,,, ,,,, � CU. YDS. "' A B � � � p p p = = 3 3 � ° w 3 � � � J,g, JUNCTION BOX
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z z Z ~ o m o 0 o2s a m � W W ^ ,� o p ^ J � m �
THICKNESS N W � T.B.D.I. TRAFFIC BEARING DROP INLET
OR GAUGE � � � � a o o a � 0 W � � � � � Z Z p � ? N O � �
� � � � � � � � � � � � v T.BJ.B. TRAFFIC BEARING JUNCTION BOX
p O �o � o �o �o �o �o � � o o W W ,,, v N = � o TYPE OF GRATE ._ _
� r o 0 0 0 0 0 0 0 � � p U � Z 0 r _ _ _ _ - - - E- � � U CJ �
LL . . . N N N � U W H Q N N � 0 � � � 0 � � N U� � � Z Z
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� o � oo p p c� t� C� C� c� c� C� � � � U U V � REMARKS
� r° c�•� a �ri � V E F G
-L- 15 + 48.00 RT 0401 37.78 1 1 1
0401 0402 33.95 33.70 28
-L- 15 + 48.00 LT 0402 37.78 1 1 1
0402 OUT 33.70 32.73 16
-L- 13+90.00 RT 44 REMOVE 44' OF EXISTING 18" CMP
-L- 13+95.70 LT 48 REMOVE 20' OF EXISTING 42" CMP
TOTAL 44 48 44 2 2 2
"N" = DISTANCE FROM EDGE OF LANE TO FACE OF GUARDRAIL.
TOTAL SHOULDER WIDTH = DISTANCE FROM EDGE OF TRAVEL LANE TO SHOULDER BREAK POINT.
FLARE LENGTH = DISTANCE FROM LAST SECTION OF PARALLEL GUARDRAIL TO END OF GUARDRAIL.
W= TOTAL WIDTH OF FLARE FROM BEGINNING OF TAPER TO END oF ��ARo�,��. G UARDRAIL S UMMAR Y
G= GATING IMPACT ATTENUATOR TYPE 350
NG = NON-GATING IMPACT ATTENUATOR TYPE 350
LENGTH WARRANT POINT ��N�� FLARE LENGTH W ANCHORS IMPACT REMOVE
SURVEY DIST. TOTAL ATTENUATOR SINGLE REMOVE AND
LINE BEG. STA. END STA. LOCATION SHOUL. EXISTING STOCKPILE
FROM TYPE 350 FACED REMARKS
SHOP DOUBLE APPROACH TRAILING WIDTH APPROACH TRAILING APPROACH TRAILING XI TYPE GRAU GUARDRAIL GUARDRAIL EXISTING
STRAIGHT CURVED FACED END END E.O.L. END END END END MOD III 350 M-350 XIII CAT-1 MOD BIC AT-1 EA G NG GUARDRAIL
-L- STA 14+01.00 STA 14+41.81(BRIDGE) RT 25' 25' STA 14+41.81(BRIDGE) 4.42' 9' 1 1
STA 15+14.19(BRIDGE) STA 16+50.00 RT 87.50' STA 15+14.19(BRIDGE) 4.42' 9' 1 1
STA 14+00.00 STA 14+41.81(BRIDGE) LT 25' 25' STA 14+41.81(BRIDGE) 4.42' 9� 1 �
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STA 15+14.19(BRIDGE) STA 16+50.00 LT 87.50' STA 15+14.19(BRIDGE) 4.42' q� 1 1
,
SUBTOTAL: 225' 50'
ANCHOR DEDUCTIONS:
GRAU 350:2@50' -100
' TYPE 111:4@18J5' -75�
AT-1:2 @6.2 5' -12 .5'
� TOTAL: 37.5' 50'
SAY: 50'
7 5 ADDITIONAL POS 4 2 2
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DocuSign Envelope ID: OEEC6CBF-DA46-47ED-8786-A2153F552466
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PROJECT REFERENCE NO. SHEET NO.
HNTB NORTH CAROLINA, P.C.
343 E. six Forks Road, suite 200 17gP.2.R.67 4
Raleigh, North Carolina 27609
NC License No : C- 1 554 R�W SHEET NO.
ROADWAY DESIGN HYDRAULICS
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� Pl Sta 19+68.27 = ;���° �-�!•: ; :' • �° �-�'� :
M � BEGl11l PRO ECT l7BP.2.R.67 P/ Sto /Of45.6� � 4 -L- POC STA l6 + 20.00 p= o° 4�' 3�.2" lLT) : SEAL : _�� SEAL �' _
=
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`� N BEGI1� C01�STR UCTI01� _ � , �� 'Oo � END CONS RUCTION � , =, •..F �,�,: .= =, •.,F �,: � .•'
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� � -L- POT STA l2 + 00.00 ' � - - . qV . ��� [•f,
Q L= 37.77' + oo.00 -�- s� � �, � T= 169.20' �-, � I NF�PS ,�, -,��q c i NE .��o��.-
� ST A 10+7� 0 DocuSig �0 W, �� DocuSi yC �„. � ��
, 85.00 LT p JASPER W FLEMING HEIRS + 80.00 -L- , �'3;, �� ����• �`�r;;.• ..•••• �.�
Z� T= 19.84 � � DB 891 PG 264 , R= 11,459.16 �(�1, �a'�3 �� ��,,„,� p, g'" "`''
R= 50.00' N 57° 35' 10.4" E �x � +25.00 -L- � 60.00 LT �/� , �/� �
o OTIS M& DEBORAH C ALLIGOOD 9•�9 w000s JASPER W FLEMING HEIRS �F�WEJF�288F478 �3'S�29��54F47C .
o + bo.00 -�- PT Sta. 10+63.6/ � bo.00' LT o c�,�,ss -�' RIP-RAP Nia
O � cu�T O I � z EST. 3 TONS 0 � DOCUMENT NOT CONSIDERED FINAL
� DB 1435 PG 267 60.00 LT + 75.00 -L- W EST 7 SYGF UNLESS ALL SIGNATURES COMPLETED
DETAIL 1 '�' 30.00' LT 60.00' LT N � � � �
�� � + 00.00 -L- REMOVE CLASS 'I' RIP RAP 15" RCP-III � �, o_ � +
SPECIAL LATERAL V DITCH , -L- POT STA 13+90.27= �� E. 20 TO S o�z�
( Not to Scole� p 60.00 LT � + ` � E . 39 SYG �N�� � N
(j 30.00'LT
-DRVI- POT STA l0 00.00 .� �, , �i SPECIAL LAT. 'v� � o�M�� �
Nat��a� -DRV2- POT STA IOfOO.00 �� O� � SDEECDETAIL 1 � �>> O �
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Ground ,�., � 3.� S��ope � PUE PUE PUE�„ uE �� � �' p E _uE ��� u� _ o �w�w END CONSTR +CTION i (GPS MON) c�
W 50 TAPER TO a W �� F 3 ����� �r ���r � � L STA /6 70.�� 6�� � �-2
Min. D= 1.0 Ft. � `t�3 -- �XISTING � - _=_ � � �0 � � - - � C _ _ � > � �
�- _ � �Q POT Stao 22+36.78
=� �---� iv 2 � _ �- - � isT R�w' --_ � �I^ ��� WM Exis Riw�
�xisT Riw � �
- -T F - T F _ i -i , 04 � 4- _ - L - -T FO- - �- -- �
FROM -L- STA. 12 + 80 TO STA. 14 + 64 RT. F _ _ - - - i - C - FG $: � � , q',- � r_��� _T � _ -r Fo- - - -r F� _
30.00� - -r - - - , � - � � - -r - �o$e7�_- - T�= _
FROM -L- STA. 15 + 15 TO STA. 16 + 50 LT. - - � � �_ � � i ��
ro sR i5oi rHicH�ANo �R� � o N S 75° 4/' 0. " E �-L- ��, �`�°` : �,- - S 76 23 /2.0 E
SR 1507 SLATESTONE RD 2/.7' BST �� w p p N = � � r 0401 � w �
� -� _ _ �� �- -w-
30.00� � , _ �v I �tETAIrY 30:00� �� � �
DETAIL 2 � � - - - - - ---- - -
i- ' � - - � �' ',' 24 - -L / � T62G1 FG . . / -- 1 i' r- --- � -r- \, �_� -r-
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RIP RAP AT EMBANKMENT � ExisT Riw - - - > ' ' '� - - . ExisT Riw � � i , Exisr Riw �,, , � ,' -� �,
GPS MON I2ETAIN � 52� Pp - o
(Notto Scale) � � � T LE �--� � C w � � WM
60110-1 �� �+50 6-L- o F = C C �-`A �' � woo�s � �� C � N�
io'min. II Q � 3 .00' RT � �, , � + 50.00 -L- F � ���� � , ,o `� _ � Q4
Grade ��o'min. 1.5� ' � ' woo�s `�' IN 45.00' RT bo �' " p _ _ �2,"�, - - - ppE P E +91.80 -L-
� ROSEMARY CHURCH OF CHRIST � � + I F� S� 60.00 RT
DB 627 PG 146 � I o � �� �� � N�C �+ +00.00 -L- 30.00' RT
GEOTEXTILE � SPECI LAT. 'V' DITCH o S l4 /8 /9e2 W �� � � 50.00 -L FREDERICK E
� S . //+� 9 60.00 RT
SEE DE IL 1 "' SPECIAL 3' 30.00' RT WILSON
Type of Liner= 10 TONS, CL 'I' Rip-Rap
CLASS 'I' RIP-RAP REMOVE F` I I- F LAT. BASE DITCH DB 642 PG 531 FINI�
Geotextile= 25 s �. EST. 7 TONS
FROM -L- STA. 14+50 TO STA. 14+70 RT. r,, EST.15 SYGF +50.00 -L- � 65.00 L- SEE DETAIL 3 61.80 -L- E�E
�� , 0 0.00' RT E° E
FROM - L- STA. 14+77 TO STA. 14+91 RT. o. BD 45.00' RT � 0.00 R LINDON LEWIS ALLIGOOD � 0.00' RT
PT ta 10+77 3� isH F� + 25.00 -L- � WB 99E PG 414 0
DETAIL 3 � ��' �ow� ouN� 110.00' RT o� + 5.00 -L- �'�
SPECIAL LATERAL BASE DITCH S'Jr � OJ�� I2.9�� E V=34,44' RI -RAP AT EMBANKMENT � 1 4.00' RT RIP-RAP AT EMBANKMENT
( Not to Scale) E DETAIL 2 <O SEE DETAIL 2
-DRVI- ^ PC St . 11+92.24 EST. 7 TONS
EST. 10 TONS
Pl Sta 10+6/.4.3 Pl Sta 11+06.8.3 PC S O. ��f87..38 , EST 25 SYGF � EST 13 SYGF
Natural ��< F"' p= 72° 23' 32.1" lLT) �= 65° 54' 47.8" lRT)
Ground .�.� p 3�' ��e< Slope ANTHONY E BOWEN �
��a D= l90° 59' 09.4" D= l90° 59' 09.4" DB 1882 PG 288 �
� Min. D= 1.0 Ft. L- 37.90' L= 34.5/' 2 END CONSTRUCTION
B = 3.0 Ft.
T = 2/.95' T = 19.45' -DRVI-
FROM -L- STA. 14 + 80 TO STA. 16 + 25 RT. R= 30.��' R= 30.��� � n STA 11+2/.9�
,�
�� MATERIAL TO BE REMOVED
NOTE: ALL DRIVEWAY RADII ARE 25' UNLESS OTHERWISE NOTED ON PLANS
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I I I I I � I I I I I I I I I I I � I I
� � � � � � � � � �
___ _ ___� ___�____ _ ___ �__-_�_� __ ��i _ . � _ _ _ . _ � _� __
� � � � � � � BRIDGE HYDRAULIC DAT A
' ' I I I I I I DESIGN DISCHARGE = 72/ CFS
FT lT H ---------- : � � _
LE D C END G DE/BEGI � END S ECIAI. DESIGN FREQUENCY 25 YRS
PI = 13 + 90.00
MfitLIN & OVER lf-- '- .L�4T.-" , DITC�H - t_ _ _ DESIGN HW ELEVATION = 35.6 FT
L STA 16 + 20.00 PI' - 1+ 50.00
RIGHT DlT CH -------------- � , E �= 3 8. 6 7' � -- � � � � BASE DISCHARGE _ 1127 CFS
ELEV. = 37.98 , EI = 3.79 ; , � � � BASE FREQUENCY = l00 YRS
I i BEGI N GRA � E i VC_ = 150' �I I I I �i , I �I ,i -
Q K- 165 , , � BASE HW ELEVATION - 36.27 FT
-I�- ST 12 + 00.0 - � _ _ � _ _ __ _ & O /ERLA�(
___ _____ ____ ____ _ ___ ___- - � -�- STA 6 + 70 OVERTOPPING DISCHARGE = N/A CFS -
E�fV. 37.51---- _
_ __ --
I I V- 0 PH II END MIL ING I•oo II - �
i i ; i i OV ERT OPPING FREQUENCY- � 500 O YRS
5 0 i i i � I i I OV ERT OPPING ELEV AT lON = 37.39 FT 5 0
i � � � i BEGI SPECIAL I i i
� �LAT. " " DITCH LT I I
_ _ _ _�� E�d _ 27.�-- - -Pt _= 15 + 15.00 i
SUFtVEY 0 -15-16 _ �, - _ _
, i EI - 31.94 ', ; � DATE OF SURVEY = 03-15-20/6
40 � � �, j � � � � I ' 40
� ; ; � o _ _ � _ I � ; ' '� - - �' - W.S. ELEVATION _
---- ---- -�-- ---- ---- --- --- - r , -- - -- ---- ---- --,-- , AT DATE OF SURVEY 27.80 FT
I
� � i - i
i i I - I I
___ ___ _ _�_ �- _ _� _� _� - - - - - _ _ _ _ _ _�___ _ , _ _ _ i_ _�_ � + __ .�j� Q�. _ _ _ _
_ _ _ ,, � 6 � � �
>.
I
� �•
30 � ; � � i ; ( ) �.sos8%-------------------o - --- �' '� - - - - -o.0000�io ��-- � � � , ! 30
:aoa_ �o-
� i i i , __ ----''-- 2 4/ I� ��
-- +
1
_� � � _ � � � l
_ ___
�
I __i_ _ i_ __W _ . � ____ _ _ _ _ _ __ _� _i� �--�I _
I BEGI SPECIAL i � r �_ �
cJO �, BE IN GRAD LAT. '' DIT�H T � � "' + i I I
c� � � 2 0
� pi = i2+so.00 ; : m � ; ;�
� ELE . _ ', 38.1 � �I = 33.89 ' � E D GRADE i
_ _ _ _ _ _ _ _ _ __� _ _ _ � _. ? _ m � _ I - RVl- STA 1 + 36.00 ��
PI _ 10+25.00 _ __ _ . ----. _ p`�' � � � � � � � EL V. = 36 4_
EL -- 37.45 � i ELE =�332.35 m i Z J i � i_ �II
4 0 '� v c 2 0 � � W' �� 4 0 �, 1 0
,��, K= 3 i i i i � ! LAT. BASE DITCH RT ` '� �i
�DO ° ��I ---- --- EN SPECIAL ♦ (-) .5972
PI = 16 35.00
�� � ____:_____ ___- i----_ _.___i_.____ ___-!--___ ___-_. LAZ_'_Y: 1ZC1�_ T __ _. _ _ _ __ _ ___ __ _ _ -� __ _ _ i __ _ __ _ _ _ i �I% �'. ___ �... - .
- -- -- -- - ----� -/ -
-- ,�� -(- �-1:AOfl �-------_ ________ _____-___ E� - �0.
� � � i PI = 14 +�i4.00 I I
�- I
� �� �i PI = 10 + 55.00 i i � I= '31.89 ' i ' � �/ �
3� I� EL = 33.70 � � 30 � / � �
BE IN GRADE
� VC = 30' � � B'iEGIN SPECIAL pl - 15 + 0.00 ! !
� � � � LAT. B SE DITCH RT 2.20 -D Vl- STA 1� +20.41
_ , K 3 - _ --- _ _ _ E�EV '
Ehd-C) _ _ ��_ ._ _ - _ _ _ _ _ � _ � _ � Pi =___ + 80:00- -� � ---- - _ . = _ .� -3�.� _ _ .
hd-C -�
DRV2 STA 10 + 70.00 i i i EI,I .7.20 i ! �� �
2 0 ELEV. 33.I�55 �, �i i i i ! �i 2 � �i �
� � � �
10+�� 11 +�� �� i � j �� �'� �' � �I j I 10+'0� 11 +'0�
11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00
DocuSign Envelope ID: 2141D765-2D53-485C-6691-F4F74E270E69
� " I ' . �� " I ' I �: ��) I �� \ ��> I'� " I � I-I � � . �� I'� ��) I . I \� . ��
I1� I � " I � I ��) \� ��) I �� I-I I � I I-I �� � . �� � " �
LOCA TI01�: REPLA CE BRIDGE 1�0. II0 O VER BEA T�ERDAM S WAMP
01�1 SR 1�0 7(SLA TES T01�E R OAD)
A 1V.C.D.O.T. WORK Z01VE TRAFFIC COIVTROL N o F y�
- P I 1561 MAIL SERVICE CENTER (MSC) RALEIGH, NC 27699-1561 �� NORry Gh•
750 N. GREENFIELD PARKWAY, GARNER, NC 27529 (DELIVERY) ,�S oF C,� !y
PHONE: (919) 773-2800 FAX: (919) 771-2745 � �`� �o �
� — O ,�� �
�. cr
� 2
,. S. J. HAMI LTON , PE , CPM DIVISI0111 TRAFFIC E111GI11tEER �� **
\9 Q O � o
m o .�
�' ` � -a � O
� � � �
�� ��� ���
WORK ZONE AFETY M BILITY ���r °F TRPNSQ�(��
S £� O G
"from the MOUNTAINS to the COAST" �F rRAFF�
I1�DEX
SHEET N0.
TMP -1
TMP-2
OF SHEETS
TITLE
TITLE SHEET, VICINITY MAP, INDEX OF SHEETS
AND LIST OF APPLICABLE ROADWAY STANDARDS
TEMPORARY TRAFFIC CONTROL PHASING,
GENERAL NOTES AND DETOUR
R OAD WA Y S TAI�DARD DRA WI1�GS
THE FOLLOWING ROADWAY STANDARDS AS SHOWN IN "ROADWAY
STANDARD DRAWINGS" PROJECT SERVICES UNIT - N.C. DEPARTMENT OF
TRANSPORTATION - RALEIGH, N.C. DATED JAN 2012 ARE APPLICABLE
TO THIS PROJECT AND BY REFERENCE HEREBY ARE CONSIDERED A
PART OF THESE PLANS:
STD. N0.
1101 .03
1101 .11
1110.01
1145.01
1205.01
1205.02
1205.12
1250.01
1251 .01
1261 .01
1261 . 02
1262.01
TITLE
TEMPORARY ROAD CLOSURES
TRAFFIC CONTROL DESIGN TABLES
STATIONARY WORK ZONE SIGNS
BARRICADES
PAVEMENT MARKINGS - LINE TYPES & OFFSETS
PAVEMENT MARKINGS - 2 LANE & MULTILANE ROADWAYS
PAVEMENT MARKINGS - BRIDGES
PAVEMENT MARKER SPACING
RAISED PAVEMENT MARKERS - PERMANENT AND TEMPORARY
GUARDRAIL AND BARRIER DELINEATOR SPACING
GUARDRAIL AND BARRIER DELINEATOR TYPE
GUARDRAIL END DELINEATION
R. B. EARLY, PE TRAFFIC COIVTROL PROJECT E1VGI11IEER
J. A. PHILLIPS TRAFFIC C011tTROL DESIGN E1VGI11tEER
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
HNTB NORTH CAROLINA, P.C.
343 E. Six Forks Road, Ste 200
Raleigh, North Carolina 27609
NC License No: C-1554
ocu �gne y:
APPR O VED: ��rida �. ��
DA TE: ��p��66F48A
SEAL
`,,`��111111//I�,,/
���.��.��..CARpI� �'•.
�� `�OQ�oFESS�o�9':1•9 ,�:
: ; SEAL � : _
� ? 023521 ; �
� ; ;� .
.
% y �••.��INE�:�''��� .�
•, O ••......• Q� �.
.,�� NpA g. �P���.
SHEET NO.
TMP-1
• �
DocuSign Envelope ID: 2141D765-2D53-485C-6691-F4F74E270E69
GEI�ERAL 1�0 TES
CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN
THE DETAIL DRAWINGS, STANDARD DETAILS AND ROADWAY
DETAILS ARE NOT ATTAINABLE TO MEET FIELD CONDITIONS
OR RESULT IN THE DUPLICATE OR UNDESIRED OVERLAPPING
OF DEVICES. MODIFICATIONS MAY INCLUDE: MOVING,
SUPPLEMENTING, COVERING, OR REMOVAL OF DEVICES AS
DIRECTED BY THE ENGINEER.
THE FOLLOWING GENERAL NOTES APPLY AT ALL THE TIMES FOR
THE DURATION OF THE CONSTRUCTION PROJECT EXCEPT WHEN
OTHERWISE NOTED IN THE PLAN OR DIRECTED BY THE ENGINEER.
LANE AND SHOULDER CLOSURE REQUIREMENTS
A) REMOVE LANE CLOSURE DEVICES FROM THE LANE WHEN WORK
IS NOT BEING PERFORMED BEHIND THE LANE CLOSURE OR
WHEN A LANE CLOSURE IS NO LONGER NEEDED OR AS DIRECTED
BY THE ENGINEER.
TRAFFIC PATTERN ALTERATIONS
B) NOTIFY THE ENGINEER TWENTY ONE (21) CALENDAR DAYS
PRIOR TO ANY TRAFFIC PATTERN ALTERATION.
SIGNING
C) PROVIDE SIGNING AND DEVICES REQUIRED TO CLOSE THE ROAD
ACCORDING TO THE ROADWAY STANDARD DRAWINGS AND TRAFFIC
CONTROL PLANS.
D)
E)
PROVIDE SIGNING REQUIRED FOR THE OFF-SITE DETOUR ROUTE
AS SHOWN ON THIS SHEET.
COVER OR REMOVE ALL SIGNS AND DEVICES REQUIRED TO CLOSE
THE ROAD WHEN ROAD CLOSURE IS NOT IN OPERATION.
COVER OR REMOVE ALL SIGNS REQUIRED FOR THE OFF-SITE
DETOUR WHEN THE DETOUR IS NOT IN OPERATION.
ENSURE ALL NECESSARY SIGNING IS IN PLACE PRIOR TO
ALTERING ANY TRAFFIC PATTERN.
TRAFFIC CONTROL DEVICES
F) PLACE TYPE III BARRICADES, WITH "ROAD CLOSED" SIGN
R11-2 ATTACHED, OF SUFFICIENT LENGTH TO CLOSE ENTIRE
ROADWAY.
PAVEMENT MARKING AND MARKERS
G)
H)
INSTALL PAVEMENT MARKINGS ON THE FINAL SURFACE AS FOLLOWS:
ROAD NAME MARKING
SR 1507 (SLATESTONE RD) PAINT
MARKERS
RAISED
TIE PROPOSED PAVEMENT MARKING LINES TO EXISTING PAVEMENT
MARKING LINES.
I) REMOVE/REPLACE ANY CONFLICTING/DAMAGED PAVEMENT MARKINGS.
J) PASSING ZONE WILL BE DETERMINED IN THE FIELD AND MUST BE
APPROVED BY THE ENGINEER.
PHA SI1�G
PHASE I
PRIOR TO ANY CONSTRUCTION OPERATIONS, PLACE AND COVER OFF-SITE
DETOUR SIGNS AS SHOWN AND IN ACCORDANCE WITH RSD 1101.03
(SHEET 1 OF 9).
PHASE II
USING OFF-SITE DETOUR, UNCOVER DETOUR SIGNS, CLOSE -L- (SR 1507 /
SLATESTONE RD) TO TRAFFIC AND CONSTRUCT BRIDGE, APPROACHES AND
ROADWAY INCLUDING DRIVEWAYS 1 AND 2 UP TO AND INCLUDING THE FINAL
LAYER OF SURFACE COURSE.
PHASE III
UPON COMPLETION OF BRIDGE, APPROACHES AND ROADWAY, PLACE FINAL
PAVEMENT MARKINGS AND MARKERS IN ACCORDANCE WITH RSD 1205.01,
1205.02, 1205.12, 1250.01 AND 1251.01. REMOVE BARRICADES AND
DETOUR SIGNS AND OPEN -L- (SR 1507 / SLATESTONE RD.) TO TRAFFIC.
O
D ETO U R M4-8
24" X 12"
� M6-1 L
21" X 15"
0
D ETO U R M4-8
24" X 12"
Mb-3
21" X 15"
O
D ETO U R M4-8
24" X 12"
� M6-1
21" X 15"
O END
D ETO U R M4-8 A
24" X 18"
�
PROJ. REFERENCE NO. SHEET NO.
17BP.2.R.67 TMP-2
R1 1 -2
48" x 30►►
TYPE III BARRICADE
R1 1 -3
O60" x 30„
ROAD CLOSED
2 MILES AHEAD
LOCAL TRAFFIC ONLY
DETOUR
TYPE III BARRICADE
M4-10L
48" x 18"
R1 1 -4
O 60" x 30►►
ROAD CLOSED
TO
THRU TRAFFIC
DETOUR
TYPE III BARRICADE
R11-3
O60" x 30„
ROAD CLOSED
2 MILES AHEAD
LOCAL TRAFFIC ONLY
TYPE III BARRICADE
M4 -10R
48" x 1g►►
DocuSigned by:
APPROVED: ��'O�da B� �� N o F H, T RAN S P O R TAT I O N
F34CAFSAC66F48A...
��1111111I �� N O R T
1,25,Zo1, ,,,,..�� �ARo..,,, �,s oF N Cq� !y MANAG E M E N T P LAN
DATE: ; �........ � '., � .�� o ��.
:.` �O�.�FESS/pN.!�L '•� � �P �� s
9 2
. :QQ` 9�: : `� v
_= SEAL ==�� o* P H A S I N G,
SEAL ' : 023521 ; � � z �
� � �'' � ° PROJECT NOTES
.
'.�'y'•••`:1�ciNE�Q•'�� ,= ° � ~ � �
� ••......• Q . � � Q" �
�'�.�'�'Oq g, �a�.�`� � �F o� 2
'�-•--.,,,,,,, ��' � e° AN D D E TO U R S I G N I N G
�` �p T OF T R PNS G
DOCUMENT NOT CONSIDERED FINAL �� TRAFF�G
UNLESS ALL SIGNATURES COMPLETED
•�
�
•�
C
�
�
_
�
�
�
U
W
i
O
0
�
� O
ai
�
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��
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See Sheet �-A For I ndex of Sheets
See Sheet �-B f or Conventi onal Plan Sheet Symbols
See Sheet � C- 9 f or Survey Control Sheet
NOTES:
i
D
0
Z
����� �� ����� ��������
�������� �� ��������
�I''I..�� �
� � . � �� �' .\ ��.
- I ��
� � .,�� .
I�� ��) I'� I'' I'� ��) I'' ��) � I�: I1�
,� ' �) l, � l, \' � ' l \� ' ' �) 1
/ l l /
. � . . . t ,
LOCA TI01�: REPLA CE BRIDGE 1�0.110 O T�ER BEA VERDAM S WAMI'
01� SR 1507 (SLATEST0I�E ROAD)
TYPE OF WORl�: GRADII�G, DRAI1�lAGE, I'A VI1�G A1�D STR UCTURE
TO SR 1501
(HIGHLAND DRIVE)
_ SR 1507 SLATESTONE ROAD
BEGI11t PROJECT 17BP.2.R.67
BEGIIV C011tSTR UCTIOIV
-L- POT STA 12 + 00.00
1. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II.
2. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 50 100
PROFILE (HORIZONTAL)
10 5 0 10 20
PROFILE (VERTICAL)
ROADSIDE E11tVIRONMENTAL U1VIT
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
BEGIN BRIDGE
-L- POC STA 14 + 41.
THESE EROSION AND SEDIMENT CONTROL PLA11iS COMPLY WITH THE
REGULATI011IS SET FORTH BY THE 111CG-010000 GE11iERAL CONSTRUCTI0111
PERMIT EFFECTIVE AUGUST 1, 2016 ISSUED BY THE NORTH CAROLI11iA
DEPARTMENT OF ENVIR011iMENT AND NATURAL RESOURCES DIVISION i
WATER QUALITY.
-L- POC STA 15 + 14.19
END CONSTRUCTION
-L- STA 16 + 70.00
�R��I�N AN� �E�IM�N� C�NTR�� M�A�UR��
� � Descri�Eion Symbol
1630.03 7C������,P� �Illl� �n��h---------------------- ,�
1630.05 7C�������� �g�e�s�m�----------------------------- -s ,� -�
1605.�1 �e��po�a�� �ilE �eaxce_____________________
160�.01 ��e���,� �e�l��e�� �����mll ]F���e - - - - - - - -
1�22.�1 �e�m�o���� �e��nns �,�n� ��ope ��aa�s ------------------- �t- t-
�n�� �asa�n ��]pe �--------------------------------- �
1633.01 7Ce�����,�� �o�l� �a�� ��e�l� ������1------------------ �
1L 01t11Il][DO]PB,II°� �OCJI� �Yll� '1�lIleCJL� JL �][DCp� W1�lIl
��,��i�ng �,�na� �o��acr���,�ania�e ��?�1��-------------------- �
7Ce������� ]E3mc]]� ��1� �l�ecl� 7C��e�l� - - - - - - - - - - �
��,��Ile% �m�� ]Fabe� ��,��Ile-------------------------------------'
163�.01
163�.02
1635.01
1635.02
1630.0�
1630.06
1632.01
1632.02
1632.03
TO NC 32 �
I
1- -
I ��
�-------------------
E1VD PROJECT 17BP.2.R.67
-L- POC STA 16 + 20. 00
Prepared In tl� Offlce of:
HNTB NORTH CAROLINA, P.C.
343 E. Six Forks Road, Suite 200
Raleigh, North Carolina 27609
NC License No: C-1554
2012 STA11tDARD SPECIFICATI0111S
JOHN F. WATSON, P.E.
EROSION CONTROL
LEVEL III
CERTIFICATION #3419
-T --
1
I
I
I
I
Roadway Standard Drawings
������ % ��a� lF�be� ����ll� �
wa�➢� l[��ll��C��ll�,���e (IE��I�'][�---------------------------------------
JL eIlBIl]PO]P��� �mCJI� �e�LIlIl8I�IIIl� �II 1CflIl ���De"�- - - - - - - - - - - -
JL CII41]�O]P�,]P� �mCJI� �eQllHIIIlIlCIll� ��,IIIIl JL �]PC`��---- �
��cl�]���e ���eE �e�a�e�� ���� ������-----------
]� ][� - - -
I��CI� l���e ��Ile� �e�n�e�� 7C��.� �C��e��------�
��i��nng �asa�n --------------------------------------------------� �
��pecia� ��i��n�g ��,si�n--------------------------------- �
�OCJI� �IIIlll�� ��Q1LYIIflIlCIIIl� �]P�.�90
���e �--------------------------------------------------- A �
���� �----------------------------------------------------- B �
���� �---------------------------------------------------- C �
�k���e� l��sfl�------------------------------------------------ �
JL le7PC� �JI�IIIlIlIIIIIlC]P ��,Sl]CIl-----------------------------
�IIfl�Hll���,�IlOIIIl ��sl]CIl-------------------------------------------- �
THIS PROJECT HAS
�EEN DESIGNED TO
SENSITIVE WATERSHED
STANDARDS.
ENVIRONMENTALLY
SENSITIVE ��RF.�( S ) EXIST
ON THIS PROJECT
Refer To E. C. Special Provisions
for Special Considerations.
The following roadway english standards as appear in "Roadway Standard Drawings"- Roadway Design
Unit - N. C. Departrnent of Transportation - Raleigh, N. C., dated January 2012 and the latest
revison thereto are applicable to this project and by reference hereby are considered a part of
these plans.
1604.01 Railroad Erosion Control Detail 1632.01 Rock Inlet Sediment Trap Type A
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
1607.01 Gravel Construction Entrance 1633.01 Temporary Rock Silt Check Type A
1622.01 Temporary �erms and Slope Drains 1633.02 Temporary Rock Silt Check Type �
1630.01 Riser �asin 1634.01 Temporary Rock Sediment Dam Type A
1630.02 Silt �asin Type � 1634.02 Temporary Rock Sediment Darn Type �
1630.03 Temporary Silt Ditch 1635.01 Rock Pipe Inlet Sediment Trap Type A
1630.04 Stilling �asin 1635.02 Rock Pipe Inlet Sediment Trap Type �
1630.05 Temporary Diversion 1640.01 Coir Fiber �affle
1630.06 Special Stilling �asin 1645.01 Ternporary Stream Crossing
1631.01 Matting Installation
ISOMETRIC VIEW
n r � -r rrn�nr
�
1 L YY/'9 1 1 LL
VIEW FROM SLOPE
NOTES:
USE MINIMUM 12 IN. DIAMETER COIR FIBER (COCONUT FIBER) WATTLE AND
LENGTH OF 10 FT.
EXCAVATE A 1 TO 2 INCH TRENCH FOR WATTLE TO BE PLACED.
DO NOT PLACE WATTLE ON TOE OF SLOPE.
USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION.
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN
ANGLE TO WEDGE WATTLE TO GROUND.
PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A
U SHAPE NOT LESS THAN 12" IN LENGTH.
INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF
WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
WATTLE INSTALLATION CAN BE ON OUTSIDE OF THE SILT FENCE AS DIRECTED.
INSTALL TEMPORARY SILT FENCE
STANDARD SPEf'T�Tr_nTTnnic
INSET A
F I L L S' ^"�
IN ACCORDANCE WITH SECTION 1605 OF THE
1 ►► _ 2 ►► TRENCH
. _ ►► ... _ __ . _
SIDE VIEW
�ILT FENCE POST
= I NSET A
DOWNSLOPE STAKE
15"-16►►
ISOMETRIC VIEW
2' WOODEN
AL
FRONT VIEW
SEE INSET A
NOTES:
USE MINIMUM 18 IN. NOMINAL DIAMETER COIR FIBER (COCONUT)
WATTLE AND LENGTH OF 10 FT.
EXCAVATE A 2 TO 3 INCH TRENCH FOR WATTLE TO BE PLACED.
DO NOT PLACE WATTLES ON TOE OF SLOPE.
USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL
CROSS SECTION.
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE
STAKES AT AN ANGLE TO WEDGE WATTLE TO GROUND.
PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE
FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH.
INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
FOR BREAKS ALONG LARGE SLOPES, USE MAXIMUM SPACING OF 25 FT.
FILL �
INSET A
�
2 ►► _ 3 ►► TRENCH
TOP VIEW
VVYYIVVI_VI L V 1 /"�I\L
COIR FIBER
�
n► inenv �
SLOPE
ISOMETRIC VIEW
�' i ipci np�
EDGE OF PAVEMENT
CROSS SECTION
VEE DITCH
2 IN . see Inset C
�
�
MATTING
J I HY�C
2' UPSLOPE
STAKE
CROSS SECTION
TRAPEZOIDAL DITCH
_ GROUND
NATURAL GROUND
2' DOWNSLOPE
STAKE
FLOW
—�
NOTES:
USE MINIMUM 12 IN. DIAMETER COIR FIBER (COCONUT FIBER) WATTLE.
USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION.
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.
PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A
U SHAPE NOT LESS THAN 12" IN LENGTH.
INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE
AND AT EACH END TO SECURE IT TO THE SOIL.
INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE STANDARD SPECIFICATIONS.
PRIOR TO POLYACRYLAMIDE (PAM) APPLICATION, OBTAIN A SOIL SAMPLE FROM PROJECT
LOCATION, AND FROM OFFSITE MATERIAL, AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
TO BE APPLIED TO EACH WATTLE.
INITIALLY APPLY 2 OUNCES OF ANIONIC OR NEUTRALLY CHARGED PAM OVER WATTLE WHERE
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.
INSET A
AM
(1 OZ. )
�,A��
INSET B
� oz.
'AI
(1 OZ . )
INSET C
TOP VIEW
SEDIMENT CONTROL STONE
STRUCTURAL STONE
1' MIN
�.
FLOW
�ll
EXCELSIOR
MATTING
A 1 0�0 0�� �o o��./ o�a oL
o p O � p O O � p (� p O � p O D
�� ��� ��� �� O�� ��� ��� C_
O O p O �� O CD O D p p O � p O D p c.
��� O�� O�� �� O�� O�O ��� �`
.� p O � p O D� O Q O �� p O D p O D p O G
� ��� ��� ���J �� O�� O�� O�� O��
0�0o pOD �OC� Oo� cPpOo pOo �OD
Q� O� � OQ � O� OQ O O� O OQ � OQ � O�
op0op0o�OC� Oo� qpOopOD�OD
� � � �� O �O O �p �O O �� � �O � �� � ��
� O o p O o � O� O o p p O D p O D p O
'� �O O �O � �� �� � �m � �� � �� c
� D p O D � O O D� � p O D p O D �
��OOD �OC� OO � q �Oo �O �
O� O O� OO O O O O� � �
� o � Oom � Oo � Oo� o �o p
��oa�'�oo�o��o�
�o��oo �o� o�
t� � o'
O � �O O �O�
6
EXCELSIOR
MATTING
O
�o o p
PLAN
/2/3 CHANNEL
WIDTH
�O o �
o � „ � o,-,�
SECTION A-A
�
A
See Inset A
NOTES:
INSTALL TEMPORARY ROCK SILT CHECK TYPE A IN
ACCORDANCE WITH ROADWAY STANDARD DRAWING N0. 1633.01.
USE EXCELSIOR FOR MATTING MATERIAL AND ANCHOR
MATTING SECTION AT TOP AND BOTTOM WITH CLASS B STONE.
PRIOR TO POLYACRYLAMIDE (PAM) APPLICATION, OBTAIN
A SOIL SAMPLE FROM PROJECT LOCATION, AND FROM OFFSITE
MATERIAL, AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
TO BE APPLIED TO EACH ROCK SILT CHECK.
INITIALLY APPLY
TO TOP OF MATTING
EVENT THAT EQUALS
4 OUNCES OF
SECTION AND
OR EXCEEDS
POLYACRYLAMIDE (PAM)
AFTER EVERY RAINFALL
0.50 INCHES.
INSET A
CLASS B STONE
�
1' MIN
� U � D
12 ►►
�o��� -
� o� O O � O O p
� 0 � � � 0 � � o
D p O D � O �� O � p O D �
o��oQ�oQ�oQ�o��
SECTION B-B
�, '
. .
.�.'��.
� ..
' _�� '' ��
Y � �
EXCELSIOR
MATTING
CLASS B STONE
I1� I � � I � I (�> \
�'1�.-�"I�I�: C�>�..
(�> I �� 1 I I � I I I ��� � . -� � � �
\ (�> I'� " I � l l � � . �� I'� (�> l . I \ . ��
SITE DESCRI�TlOIU ST�IBI�IZATlOI� TIME
TIME�RqME EXCE�TlOI�S
PERIMETER DIKES9 SWALES9 DITCHES AND SLOPES 7 DAYS NONE
HIGH QUALITY WATER CHQW) ZONES 7 DAYS NONE
SLOPES STEEPER THAN 30l 7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 2019 14 DAYS ARE ALLOWEDo
SLOPES 30l OR FLATTER 14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50'IN
LENGTHo
ALL OTHER AREAS WITH SLOPES FLATTER THAN 40l 14 DAYS NONE9 EXCEPT FOR PERIMETERS AND HQW ZONESo
MA TTI1�G FOR ER OSI01� C01�TR OL
SHEET NOo LINE FROM T� SIDE
ST AT lON ST qT lON EST IMAT E (SY) REMARKS
EC-4 —L— 12+80 14+64 RT 125 INSTALL IN PROPo DITCH
EC-4 —L— 14+80 16+25 RT 150 INSTALL IN PROPo DITCH
SUBTOTAL 275
MISCELLANEOUS MATTING 1260
TOTAL 1535
SAY 1550
N
Z
�
>
w
�
ENVIRONMENTALLY SENSITIVE AREA
SEE �PROJECT SPECIAL PROVISIONS
BEGl1� PROJECT 17BP.2.R.67
EGl1� C01�STR UCTI01�
L- POT STA 12 + 00.00
-DRV2-
Pl Sto 10+45.67
0= 43° l6' S1.2" lRT)
D = ll4° 35' 29.6"
L = 37.77'
T = 19.84'
R= 50.00' N 57° 35' 10.4" E
OTIS M& DEBORAH C�LLIGi�t�� CULT
DB 1435 PG 267
1 ;
BEG/N / END PU E P E PU E �,
SAFETY FENCE '�'-' 50' TAPER TO �
-L- STA.12+00 (LT) � __�-�---EXISTING _ �j
------ A -'- -
;��,__����
�--_ --- �� .
� _ _ �„ -- �
_�, � -� ,o�
FROM -L- STA. 12 + 80 TO STA. 14 + 64 RT. ��-�- �� 'f
__----_
30.00' _ _ -
FROM -L- STA. 15 + 15 TO STA. 16 + 50 LT. -
TO SR l50/ (HIGHLAND DR) N o N S T J�@ 4O� O. �� E
_ SR 1507 SLATESTONE RD 2/.7' BST �I � o M N �
0 0
� -� - �_:T.s.
- ! a °
DETAIL 2 30.00, � �5" RCPi .-. � �`�
� __---� . =
RIP RAP AT EMBANKMENT GPS MON� ExisT Riw -, � �� � -�� -_
( Not to Scale
10'min. 6O� � O-� y- ._1'"'�I � I F C
� �
Ditch � � N 7 �
1.0'min. 1.5' I I
Grade � � WOODS + �N
� ROSEMARY CHURCH �
�� ��� ��.
GEOTEXTILE ��'-- BEGIN / END SPECI ', LAT. 'V' DITCH S I4� IS� I9.2�� W/
' ��� SAFETY FENCE
Type of Liner= 10 TONS, CL 'I� R�p-Rap -L- STA.12+00 (RT) SEE DE IL 1 CLASS 'I' RIP-RAP �
Geotextile= 25 s EST. 7 TONS
�
-L-
��
� � i i '� i
�
� i � i �
_ � � `, i � , i
-� � �
,., ,
,,,.�
�io����
� £ �
�
��£,
�
\ Z£
��,
�
END CONS RUCT lON
STA 10+70.Q0
w�j° � �
'�`2�I/�'
�CLASS 'I' R1P RAP
E�'. 20 TO S
j EST. �9 SYG
/ �( �WATTLE B R/ER
C
BEG/N / END
SAFETY FENCE
-L- STA. l5+// (LT)
4
�LEMING HEIRS
��� ��I PG 264
CLASS 'I' RIP-RAP
EST.3 TONS
EST 7 SYGF
15" RCP-III
SPECIAL LAT. 'V'
DITCH
UE SEE DETAIL 1 U
-� ;
--
-. _l1
�
H N T B N 0 R T H C A R 0 L I N A, P. C. PROJECT REFERENCE NO
343 E. siX Forks Road, su�te 200 17BP.2.R.67
Raleigh, North Carolina 27609
NC License No: C-1554
�
E111D PROJECT 17BP.2.R.67 -�- N
-L- POC STA 16 + 20.00 Pl sto 19+68.27
�= 0° 4/' 3/.2" lLT)
D = 0' 30' OO.O"
L = 138.40'
+ 80.00 -�- T = 69.20'
60.0�' LT ' 1 - ��,459a�V�
E � �'nrr's @�P C� r�,4l�,pr� � -0r
�_ o�
o���
J O �:_
.. OL��v�j�r':�,
�_��'_�
-Nw�w END CONSTRUCTION
�w�w
� -L- STA 16+70.00
tQ
�� WM _
_ - -rt Fo- - _ � , �----
� _---- -- �-
- =T= -,
�-'`�-- �-; �
� � �
- - � O� C � ti' �
_ �
' - PDE��Q � P E �
� - ,
-.---- PD N C TURBIDITY ,
� a CURTA/N (TYPJ
FREDERIC
SPECIAL 3' • - WI�-$ON
LAT. BASE DITCH � __ DB 64.� PG 53:
- - SEE DETAIL 3
FROM -L- STA. 14 + 50 TO STA. 14 + 70 RT. , - ' , ,- = ' - EST. 15 SYGF I ', � \ � � t
F ROM - L- STA. 14 + 77 TO STA. 14 + 91 RT. � �4 � �
� LINQ9N LEWIS ALLIGOOD �, � � � -' ���
isH B� ooR � WB 99E PG 414
DETAIL 3 ow�c�our�i� � - � � -- ' \
� ° ELEV=34.44' RI -RAP AT EMBANKMENT � ' RIP-RAP AT EMBANKMENT __ `�3
SPECIAL LATERAL BASE DITCH S 5 05 /2.9 E - i � BEG/N / END �, A,
( Not to Scale) E DETAIL 2 � � SAFETY FENCE SEE DETAIL 2 �
-DRVI - '�; EST. 10 TONS � -L- STA.14+87 (RT) EST. 7 TONS
Pl Sta 10+6/.43 Pl Sta 11+06.83 � i EST 25 SYGF � �� �� EST 13 SYGF ��\_�
Natural ��� F"' p= 72° 23' 32.1" (LT) 0= 65° 54' 47.8" lRT) � "�
ANTHONY E BOWEN �
Ground 3.� p ��a,��et Slope o � �� � ` DB 1882 PG 288 �
� M�n. �_ ,.o F,. D_ l90 59 09.4 D_ l90° 59' 09.4" , ��, �
B= 3.0 Ft. L- 37.90' L 34.5/' 2 END CONST RUCT lON
T = 2/.95' T = 19.45' � -DRVI- ,
FROM -L- STA. 14 + 80 TO STA. 16 + 2 5 RT. R= 30.��' R= 30.��� ' - ' � ST A 11+2/.9� � � i i '-- ��� �,
-� i i i � �
NOTE: THE CONTRACTOR SHALL INSTALL SPECIAL SEDIMENT CONTROL \� \` �� ' -=-"� �� % ��'� --�'"-��
,
FENCE OR WATTLES IN LOW AREAS OF SILT FENCE AND ,
UNDER THE BRIDGE, AS NEEDED OR DIRECTED BY THE ENGINEER. NOTE: ALL_ DRIVEWAY RADII ARE 25 UNLESS OTHERWISE NOTED ON PLANS
_____--- _,_�-- :_
, ,
� �
� _ II'I
�
�
� �
�IN �RA,DE
�/�_-: _S�A :- }�1-�- 1_� -(?(?-:--�-; � ��� � �_-
_�,
PI;=. ]0_+55:00
- - �t;=�o , _ .
'! D R?J -' STA '��-� !��0�!
2 � ELE -...._ . . 3.55
10+00 11+00
11 + 00
12 + 00
13 + 00
0
PI = 13 + 90.00
EL = 38.67'
VC = 150'
K = 165
V = 60 MPH
14+00
15+00
16+00
17+00
GPS MON
60110-2
SHEET NO.
EC-4
JOHN F. WATSON, P.E.
EROSION CONTROL
LEVEL III
CERTIFICATION #3419
� _ �,.� �6° 23' /2 �.� � .� �
18+00
19+00
BRIDGE HYDRAUL/C DAT A
DESIGN DISCHARGE = 72/ CFS
DESIGN FREQUENCY = 25 YRS
DESIGN HW ELEVATION = 35.6 FT
BASE DISCHARGE _ 1127 CFS
BASE FREQUENCY = l00 YRS
BASE HW ELEVATION = 36.27 FT
OVERTOPPING DISCHARGE = N/A CFS
OVERTOPPING FREQUENCY= � 500 l+) YRS
OVERTOPPING ELEVATION = 37.39 FT
DATE OF SURVEY = 03-15-20/6
W.S. ELEVATION
AT DATE OF SURVEY = 27.80 FT
30
2�
10+00
� � �
11 +00
�
�
�
■_L J
DocuSign Envelope ID: E8122840-3D3C-421C-88D5-DA4C3AF4420E
NOTE:
� " I' . �� " I' I ��� C�) I ��' \� ���- I'� " I' I'-'I � � . �� I'< <�) I . I \ .,��.
II)I�'I�IC�)\� ��)-I�� III�I�II���.���"�
1. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 50 100
PROFILE (HORIZONTAL)
10 5 0 10 20
PROFILE (VERTICAL)
SHEET 11t0.:
UC-1
UC-2
UC 3
UC 3A - 3B
UC-4
I1�DEX OF SHEETS
DESCRIPTI0IV:
TITLE SHEET
UTILITY SYMBOLOGY
11lOTES
DETAILS
UTILITY C011lSTR UCTI0111
PR OFILE SHEETS
L 0 CA TI41 �: BRID GE 110 O T�ER BEA T�ERDAM S WAMP
01�1 SR 1�07 �SLA TEST0I�E R OAD)
TYPE OF W�Rl�: WA TER LI1�lE RELOCA TI�1�
SHEETS
TO SR 1501
(HIGHLAND DRIVE)
SR 1507 SLATESTONE ROAD
_ _ —.e—
BEGI11t PROJECT 17BP.2.R.67
-L- POT STA 12 + 00.00
o��i�.i QD11'lr_C
—L— I V t. J I/'1 I�-F T�-F J.
WATER A1�D SEWER
OWI�ERS 01�1 PROJECT
(A) WATER - BEA UFORT CO U11lTY
WATER DEPT
=ND BRIDGE
-L— POC STA 15 + 13.00
END CONSTRUCTION
`—L— STA 16 + 70.00
� � �_�,: � _
-...�...
TO NC 32 _
- - ... _ __
. .�
� �_...
�-------------------
I I
-------- —T------T'�_—
7 � _ ... ... � I
-- / I�
1 I
I I %
��vn nun�F�T »Rn � u ��
—L— L-Vl� J 1C1 LV T GV.VV
PREPARED IN THE OFFICE OF
M A E n i n e e r i n 598 East Chatham Street - Suite 137
�� g g Cary, NC 27511
// Phone: 919.297.0220 Fax: 919.297.0221
// Consultants� �n�. NCLicense: F-0160
FOR
���� HNTB NORTH CAROLINA, P.C.
343 E. Six Forks Road, Suite 200
Raleigh, North Carolina 27609
NC License No: C-1554
I�EVI1V ZDEB, PE
WEBB WHITE
GARY BL UE
CONSULTANT C011lTACT #1
CONSULTANT CONTACT #2
COIVSULTANT CONTACT #3
SEAL
� ��,,������,,,,
�.� �.�H CARO ��''�,
`.������.......� � 12 �';
; ���FESSjO••�q ;
� ' � �9 : �
—_DocuSi�ed�by: �� �� � �
�� . 761 1 : _
�,,;.�. B 7�� ; ;
—F9�165C3�E4�/^ � �c�` �� `�
,� �F .�� �� �. .. ,
-, �, f ••....••• ��,� �.�
,, N ti ,.
,,, �, �.
'�������������`
.
1/11/2017
T.I.�. N�.
17BP.2 . R.67
5
D
0
z
����� ��e
U C-1
DOCUMENT NOT CONSIDERED FIIVAL
UNTIL ALL SIG11lATURES ARE COMPLETED
DI VISI0111 OF HIGHWA YS
HIGHWAY DIVISI0111 2
105 PACTOLUS HWY. (NC 33)
PO BOX 1587
GREENVILLE NC 27835
PHONE (252) 439-2800
FAX (252) 830-3352
H0111 F. YEU11iG, PE DIVISI0111 PROJECT ENGIIVEER
DWAY11lE SMITH UTILITIES DIV 2 COORDINATOR
DocuSign Envelope ID: E8122840-3D3C-421C-88D5-DA4C3AF4420E
�
�
�
�
�
�
�
�
PROPOSED WATER SYMBOLS
Water Line (Sized as Shown )������������������������������� 12„ W�
111/4 Degree Bend ........................................................ +++
22%2 Degree Bend ......................................................... +.k
45 Deg ree Bend .............................................................. +1`
90 Deg ree Bend .............................................................. +�
Plug....................................................................................... �
Tee.......................................................................................... -�
Cross..................................................................................... +�+
Reducer................................................................................ ►�
GV
GateValve ......................................................................... //
BV
Butte rf ly Valve ........................................................... //
TGV
TappingValve ................................................................. //
LS
LineStop ........................................................................... �
LS/BP
Line Stop with Bypass .............................................. �
BD
BlowOff .............................................................................. �
FireHydrant .................................................................... P�"
Relocate Fire Hydrant ����������������������������������............ R�"
REM FH
Remove Fire Hydrant ................................................... .
PWM
WaterMeter ...................................................................... �
RWM
Relocate Water Meter ������������������������������������������������ �
REM WM
Remove Water Meter ..................................................... .
Water Pump Station ..................................................... PS W
PRPZ
RPZ Backflow Preventer ������������������������������������������� l�
PBFP
DCV Backflow Preventer ������������������������������������������ l�
RRPZ
Relocate RPZ Backflow Preventer���������������������� lSl
RBFP
Relocate DCV Backflow Preventer ��������������������� BJ
PROPOSED SEWER SYMBOLS
� Gravity Sewer Line .................................................... _
� (Sized as Shown)
�
� Force Main Sewer Line
� ............................................. �
z (Sized as Shown)
��
�� Manhole
�� .......................................................... �
�� (Sized per Note)
��
w�
�� Sewer Pump Station ....................................................Pscss,
��
��
��
��
��
��
��
��
�� REV: 2/1/2012
ffl fA
12" SS
12" FSS
��1�.'� �1�1", ��)1'' ����)1���1�1 1 � .'� 1����)1.;1 � .'�
II)I�'I�IC�>\� ��)I�� III�I�I-I"'.���"�
PROJECT REFERENCE N0. SHEET N0.
17BP.�.R.67 UC-2
PROPOSED MISCELLANOUS UTILITIES SYMBOLS
PowerPole ........................................................................ b Thrust Block ................................................................... �
TelephonePole .............................................................. � Air Release Valve ....................................................... ;
JointUse Pole .............................................................. �
TEL PED
Telephone Pedestal ..................................................... O
ULl�l ly Line by Others ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, -PROP o,H POW LINES-
(Type as Shown)
Trenchless Installation ���������������������������������������� -12�� TL INSTALL_
Encasement by Open Cut ����������������������������������������� �
Encasement......................................................................... �
PowerPole ......................................................................... l
TelephonePole ............................................................... �
JointUse Pole ............................................................... �
UtilityPole .................................................................... •
Utility Pole with Base ........................................... o
24" ENCAS BY OC
�
24° ENCASEMENT
�
��
Utility vault .................................................................. �
CP
Concrete Pier ................................................................. N
SteelPier ........................................................................ 0
PlanNote ..........................................................................
NOTE
PayItem Note .................................................................
PAY ITEM
EXISTING UTILITIES SYMBOLS
H-Frame Pole .................................................................... �•
Power Transmission Line Tower �������������������������� �
WaterManhole ................................................................. o
PowerManhole ................................................................. o
Telephone Manhole ....................................................... o
Sanitary Sewer Manhole ������������������������������������������� o
Hand Hole for Cable ................................................... o
Power Transformer ....................................................... �
Telephone Pedestal ..................................................... a
CATVPedestal ................................................................. o
GasValve ........................................................................... o
GasMeter ........................................................................... �
Located Miscellaneous Utility Obj ect ��������� o
Abandoned According to Utility Records ��� AATUR
End of Information ����������������������������������������������������� E.O.I.
*Underground Power Line �������������������������������������������
*Underground Telephone Cable ������������������������������
*Underground Telephone Conduit���������������������������
*Underground Fiber Optics Telephone Cable
*Underground TV Cable ������������������������������������������������
*Underground Fiber Optics TV Cable ����������������
*Underground Gas Pipeline ��������������������������������������
Aboveground Gas Pipeline ��������������������������������������
*Underground Water Line �������������������������������������������
Aboveground Water Line �������������������������������������������
*Underground Gravity Sanitary Sewer Line��
Aboveground Gravity Sanitary Sewer Line��
*Underground SS Forced Main Line����������������������
Underground Unknown Utility Line �������������������
SUETest Hole ................................................................. m
WaterMeter ...................................................................... �
WaterValve ...................................................................... �
FireHydrant .................................................................... �
Sanitary Sewer Cleanout ����������������������������������������� o
*For Existing Utilities
Ut ility Line Drawn f rom Reco rd ....................... _
(Type as Shown)
Designated Utility Line
......................................... _
(Type as Shown)
P
T
T�
T FO
T�
TV FO
�
A/c cas
W
A/G Woter
SS
A/G Sanitary Sewer
FSS
?UTL
W
DocuSign Envelope ID: E8122840-3D3C-421C-88D5-DA4C3AF4420E
GENERAL NOTES:
1. THE PROPOSED UTILITY CONSTRUCTION
SHALL MEET THE APPLICABLE REQUIREMENTS
OF THE NC DEPARTMENT OF
TRANSPORTATION'S "STANDARD
SPECIFICATIONS FOR ROADS AND
STRUCTURES" DATED JANUARY 2012.
2. THE EXISTING WATER LINE UTILITIES
BELONG TO BEAUFORT COUNTY.
CONTACT: ERICK JENNINGS
PHONE: 252-975-0720
3. ALL WATER LINES TO BE INSTALLED
WITHIN COMPLIANCE OF THE RULES AND
REGULATIONS OF THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL AND NATURAL
RESOURCES, DIVISION OF ENVIRONMENTAL
H EALTH .
4. THE UTILITY OWNER OWNS THE EXISTING
UTILITY FACILITIES AND WILL OWN THE NEW
UTILITY FACILITIES AFTER ACCEPTANCE BY
THE DEPARTMENT. THE DEPARTMENT OWNS THE
CONSTRUCTION CONTRACT AND HAS
ADMINISTRATIVE AUTHORITY.
COMMUNICATIONS AND DECISIONS BETWEEN
THE CONTRACTOR AND UTILITY OWNER ARE
NOT BINDING UPON THE DEPARTMENT OR THIS
CONTRACT UNLESS AUTHORIZED BY THE
ENGINEER. AGREEMENTS BETWEEN THE
UTILITY OWNER AND CONTRACTOR FOR THE
WORK THAT IS NOT PART OF THIS CONTRACT
OR IS SECONDARY TO THIS CONTRACT ARE
ALLOWED, BUT ARE NOT BINDING UPON THE
DEPARTMENT.
5. PROVIDE ACCESS FOR THE DEPARTMENT
PERSONNEL AND THE OWNER'S
REPRESENTATIVES TO ALL PHASES OF
CONSTRUCTION. NOTIFY DEPARTMENT
PERSONNEL AND THE UTILITY OWNER TWO
WEEKS PRIOR TO COMMENCEMENT OF ANY WORK
AND ONE WEEK PRIOR TO SERVICE
INTERRUPTION. KEEP UTILITY OWNERS'
REPRESENTATIVES INFORMED OF WORK
PROGRESS AND PROVIDE OPPROTUNITY FOR
INSPECTION OF CONSTRUCTION AND TESTING.
6. THE PLANS DEPICT THE BEST AVAILABLE
INFORMATION FOR THE LOCATION, SIZE, AND
TYPE OF MATERIAL FOR ALL EXISTING
UTILITIES. MAKE INVESTIGATIONS FOR
DETERMINING THE EXACT LOCATION, SIZE,
AND TYPE MATERIAL OF THE EXISTING
FACILITIES AS NECESSARY FOR THE
CONSTRUCTION OF THE PROPOSED UTILITIES
AND FOR AVOIDING DAMAGE TO EXISTING
FACILITIES. REPAIR ANY DAMAGE INCURRED
TO EXISTING FACILITIES TO THE ORIGINAL
OR BETTER CONDITION AT NO ADDITONAL
COST TO THE DEPARTMENT.
7. MAKE FINAL CONNECTIONS OF THE NEW
WORK TO THE EXISTING SYSTEM WHERE
INDICATED ON THE PLANS, AS REQUIRED TO
FIT THE ACTUAL CONDITIONS, OR AS
DIRECTED.
8. MAKE CONNECTIONS BETWEEN EXISTING
AND PROPOSED UTILITIES AT TIMES MOST
CONVENIENT TO THE PUBLIC, WITHOUT
ENDANGERING THE UTILITY SERVICE, AND IN
ACCORDANCE WITH THE UTILITY OWNER'S
REQUIREMENTS. MAKE CONNECTIONS ON
WEEKENDS, AT NIGHT, AND ON HOLIDAYS IF
NECESSARY.
9. ALL UTILITY MATERIALS SHALL BE
APPROVED PRIOR TO DELIVERY TO THE
PROJECT. SEE 1500-7, " SUBMITTALS AND
RECORDS" IN SECTION 1500 OF THE
STANDARD SPECIFICATIONS.
10. CONTRACTOR SHALL NOT OPERATE ANY
VALVES ON THE EXISTING UTILITY SYSTEMS.
CONTRACTOR SHALL CONTACT THE UTILITY
OWNER TO CONDUCT STRATEGIC OPERATION OF
VALVES FOR SERVICE INTERRUPTION IN
ORDER TO PERFORM SPECIFIC WORK.
PROJECT SPECIFIC NOTES:
1. PROPOSED OPEN TRENCH WATER LINE
SHALL BE 6" DUCTILE IRON PIPE, CLASS
350, WITH GRIP RINGS.
2. PROPOSED TRENCHLESS WATER LINE SHALL
BE 200 PSI PRESSURE PIPE D.I.P.S. 8"
HDPE SDR-9 WITH MATERIAL DESIGNATION
PE 3408 / 3608 THAT CONFORMS TO NSF-61.
3. ALL WATER LINE FITTINGS, 4-INCHES
THROUGH 12-INCHES IN DIAMETER, SHALL BE
DUCTILE IRON.
4. CONTRACTOR'S ATTENTION IS DIRECTED
TO SECTIONS 102, 107, AND 1550 OF THE
STANDARD SPECIFICATIONS CONCERNING
TRENCHLESS INSTALLATION. IT IS
CONTRACTOR'S RESPONSIBILITY TO HAVE
BORE DESIGNED AND SEALED BY A LICENSED
NORTH CAROLINA PROFESSIONAL ENGINEER.
NO DAMAGE IS ALLOWED TO RIVER, STREAM,
CREEK, WETLANDS, OR BUFFER ZONES.
5. ALL PROPOSED FITTINGS (BENDS, TEES,
CROSSES, REDUCERS, PLUGS, ETC.) SHALL
BE ADEQUATELY RESTRAINED BY THE USE OF
RESTRAINED JOINT CONSTRUCTION AND/OR
CAST IN PLACE CONCRETE THRUST
RESTRAINTS AS DETAILED ON THESE
DRAWINGS, OR AS DIRECTED BY THE
RESIDENT ENGINEER.
JOB NAME: 17BP.2.R.67 DATE: 1/10/2017
ITEM NUMBER DESCRIPTION QUANTITY
5325600000-E 6" WATE R L I N E 159 L F
5325800000-E 8" WATER LINE 220 LF
5871500000-E TRENCHLESS INSTALLATION OF 8" WATERLINE IN SOIL 110 LF
5871510000-E TRENCHLESS INSTALLATION OF 8" WATERLINE NOT IN SOIL 110 LF
5540000000-E 6" VALVE 2 EA
5800000000-E ABANDON 6" UTILITY PIPE 371 LF
5329000000-E DUCTILE IRON WATER PIPE FITTINGS 490 POUNDS
DocuSign Envelope ID: E8122840-3D3C-421C-88D5-DA4C3AF4420E
DocuSign Envelope ID: E8122840-3D3C-421C-88D5-DA4C3AF4420E
DocuSign Envelope ID: 602D1850-9413-4CF6-BBED-2DF9D04590E1
�
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30.00'
PROP. 220 LF 8" WATER LINE
PROP. 110 LF TRENCHLESS INSTALLATION OF
8" PIPE IN SOIL
PROP. 110 LF TRENCHLESS INSTALLATION OF
8" PIPE NOT IN SOIL
PROP. 74 LF 6" WATER LINE BORE PIT
PROP. 1 EA 6" VALVE SIZE DETERMINED
_ BY CONTRACTOR
1
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10 5 0 10 20
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50
40
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PROP . 45 ° BEND ' =v=3q°4Q�
ROTATE AS NEEDED
WL STA 10+00.00
L STA 13+13 . 96 RT 17 . 7' - - _ ' � ' ��
PROP. 45° BEND 2
ROTATE AS NEEDED 'i �
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END CONST UCT/ON � -------
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PROP. 8X6 REDUCER
SEE TRANSITION DETAIL
SHEET UC-3B
WL STA 10+68.39
L STA 13+90.18 LT 24.2'
0
�2 � ��
❑
PROJECT REFERENCE N0. SHEET N0.
UTILITY OWNERS ON THIS PROJECT 17BP.2.R.67 UC-4
DESIGNED BY: GJB `���„�����,,,,,���
BEAUFORT COUNTY UTILITIES
UTILITY: 6" WATER LINE DRAWN BY: GJB �,•�`��N CARp���,,,�
: 0 •'���5 S ��'. ti,9 :
CONTACT: ERICK JENNINGS CHECKEp BY:. KCZ ;' ::�pF� �oy9� :';
PHONE: 252-975-0720 N
APPROVED BY. KCZ ao��S���bY:SEAL ; -
„ REVISED: ICa''"`"�'�6�� � ;
PROP. 85 LF 6 WATER LINE F�,BS��e���N��,?•' ;.
PROP . 1 EA 6 VALVE NORTH CAROL I NA ;��F ...,........ ��;
DEPARTMENT OF '�,,��/N �. ti0�.�`
TRANSPORTAT I ON 1/26%Yb'ii����
UTILITIES ENGINEERING SEC.
M � PHONE:c9�9�707-6690 uTl�irY CONSTRUCT[On
-. ' - , I _�� `, � N FAX: ( 919 )250-41 51 PLANS ONLY
�
END WATER �rNE ZZ UT I L I TY CONSTRUCT I ON
TIE-IN TO EXISTING
W/ PROP. 6" VALVE �� M A Engineering CaryENC275h1m5treet-Suite137
—/ Phone: 919.297.0220 Fax: 919.297.0221
WL STA 13+73 . 05 ��� Consultants, Inc. NCLicense: F-0160
L STA 16+79.17 RT 13.6' (GPS MON) DOCUMENT 111OT CONSIDERED FINAL
S E E N OT E 8. 60110-2 UIVTIL ALL SIGIVATURES ARE COMPLETED
, ���"� ,
EXI� �iW
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ROTATE AS NEEDED �' G�OR�A A WOo�' �r � '' � � �
WL STA 13+68.05 ' � DB 6q2 PG 5�� ', o, o_ ' '' �
L STA 16+74.17 RT 13.6' �� �� ����° � �sFD�ooR
- - - - �����, F�N�SH,3a�5°�
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LOW GROUND LOW GROUND
� ELEV=34,87' � ELEV=35�71' S
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ROTATE AS NEEDED � �_ ,nn�� �F���i� ni_��r�o��
WL STA 13+56 87 �
L STA 16+67.77 RT 20.2'
PROP. 8X6 REDUCER
SEE TRANSITION DETAIL SHEET UC-3B
WL STA 12+88.30
L STA 15+99.21 LT 21.2'
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14+00
THE ESTIMATED QUANTITY OF
DUCTILE IRON WATER PIPE FITTINGS
ON THIS PLAN SHEET IS 490
POUNDS. THE ACTUAL QUANTITY AND
TYPE OF FITTINGS WILL VARY BASED
ON FIELD CONDITIONS.
. .................... �
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See Sheet �-A For I ndex of Sheets
See Sheet ,-B f or Conventi onal Plan Sheet Symbols
See Sheet �C- � for Survey Control Sheet
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 50 100
PROFILE (HORIZONTAL)
10 5 0 10 20
PROFILE (VERTICAL)
SHEET 11t0.:
uo-1
UO-02
� � 1 � .'� � 1 � 1 �'. ��)1 " � � ��)1�� � 1 � 1 1 � .'� 1�� ��)1 .; 1 � .,'�.
II)I�'I�IC�)\� ��)I�� III�I�II�`�.���"�
LOCATI01�: REPLACE BRIDGE 1��.110 � T�ER BEA T�ERDAM
SWAMP 01� SR 1�07 �SLATEST011tE R4AD)
T YPE OF WORK: REL OCA T101�1 OF PO WER A1�lD PH�1�E
TO SR 1501
(HIGHLAND DRIVE)
�... ::: ...
-...-... ...
_ _ SR 1507 SLATESTON.E ROAD
---------r--r--
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1 1
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1 1
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BEG7111 PROJECT 17BP.2.R.67
BEGI11t C0IVSTR UCTIOIV
-L- POT STA 12 + 00.00
I1�DEX OF SHEETS
DESCRIPTI0111:
TITLE SHEET
UBO PLA11l SHEET
BEGIN BRIDGE
-L- POC STA 14 +
I
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n
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�
0
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END BRIDGE �
-L- POC STA 15+13.00 !
UTILITY OWI�ERS WITH C01�FLICTS
(A) POWER — CITY OF WASHI11lGT011t
(B) PH011tE — TRI COU11lTY TELEPH0111E
T.I.1�. N�.
17BP.2 . R.67
����� ��,
U O-1
'NOTE:
ALL UTILITY WORK SHOWN ON THIS
SHEET IS DONE BY OTHERS.
NO PAYMENT WILL BE MADE TO
THE CONTRACTOR FOR UTILITY WORK
�SHOWN ON THIS SHEET.
,END CONSTRUCTION
� L- STA 16 + 70.00
�
�
i i TO NC 32 _
I �
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... ... �-� ...�
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E11tD PROJECT 17BP.2.R.67
-L- POC STA 16 + 20.00
PREPARED IN THE OFFICE OF:
�� M A Eng i neeri ng N�
License:
�� Consultants, Inc. F-0160
598 East Chatham Street Suite 137 Cary, NC 27511
Phone: 919.297.0220 Fax: 919.297.0221
WEBB WHITE PROJECT UTILITY COORDINATOR
DIVISI01�1 4F HIGHWAYS
DIVISIOIV 2
105 PACTOLUS HWY. (NC 33)
PO BOX 1587
GREENVILLE, NC 27835
H0111 YEUIVG, PE BRIDGE PROGRAM MANAGER
I � � I I I I I I I O 5 10 PROJ. REFERENCE NO. SHEET NO.
I� �i ii �i I i i i i � i
17BP.2.R.67 X-1
_ _ _ _ _ _ _ __� _ � _ _ _ _ _ � � �
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- - - - - -- -- - - - -- - Note: Approximate quantities only. Unclassified Excavation, Borrow Excavation, Fine Gradmg, - -
Clearing and Grubbing, and Removal of Existing Pavement will be
� paid for at the contract lump sum price for "Grading."
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60
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STAo 14+41081 —L—
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FILL FACE END BENT 1
STAa 14+41081 —L—
BEGIN FRONT SLOPE
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FOR GENERAL NOTES,SEE SHEET 2e
BRIDGE HYDRAULIC DATA
DESIGN DISCHARGE = 721 CFS
FREQUENCY OF DESIGN FLOOD = 25 YR
DESIGN HIGH WATER ELEVATION = 3506 FTe
DRAINAGE AREA = 2e7 SQe MIe
BASIC DISCHARGE (Q100) = 1,127 CFS
BASIC HIGH WATER ELEVATION = 36027 FTo
OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE = N/A
FREQUENCY OF OVERTOPPING FLOOD = 500—YR (+)
OVERTOPPING FLOOD ELEVATION = 37039 FTo
NOTEo OVERTOPPING OCCURS AT ROADWAY STAa 10+68000
PI STAa = 13+90000
ELEV = 38a67
VoCo = 150'
(+)Oo6105% (—)Oo3000%
GRADE DATA —L—
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DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
I HEREBY CERTIFY THESE PLANS
ARE AS—BUILT PLANS
PROJECT NO. 17BPo2oRo67
BEAUFORT COUNTY
STATION: 14+78000 -L-
SHEET 1 OF 2 REPLACES BRIDGE NOe 110
DocuSign Envelope ID: 42DA3DFF-4C29-4474-AF5A-1 DB8AB16A9D8
BMo —"60110-2" ALUMINUM CAP ON REBAR, 14089' LTo OF STAo 20+33e1 —L—, ELe 37032
IDENTIFICATION
STAo 14+78000 —L—
BEGIN BRIDGE
STAe 14+41e81 —L—
BEGIN CONSTRUCTION
STAo 12+OOo00 —L—
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(LIZZARD SLIP RD)
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FIMSN FLOOH
ELEV=}7.88'
LOW GROUND
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PC STAo 18+99007 —L—
POT STAo 22+36078 —L—
CURVE LT
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LO�V.,._.,.37'
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LOCATION SKETCH
FOR UTILITY INFORMATION9SEE UTILITY PLANS AND SPECIAL PROVISIONSo
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PT STAo 20+37047 —L—
FOUNDATION NOTESD
FOR PILES9SEE GEOTECHNICAL SPECIAL PROVISIONS AND SECTION 450 OF THE STANDARD SPECIFICATIONSo
PILES AT END BENT NOo1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 59 TONS PER PILEo
DRIVE PILES AT END BENT NOe1 TO A REQUIRED DRIVING RESISTANCE OF 100 TONS PER PILEe
PILES AT END BENT NOo2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 51 TONS PER PILEo
DRIVE PILES AT END BENT NOe2 TO A REQUIRED DRIVING RESISTANCE OF 85 TONS PER PILEe
PILES AT BENT NOo1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 88 TONS PER PILEo
DRIVE PILES AT BENT NOo1 TO A REQUIRED DRIVING RESISTANCE OF 150 TONS PER PILEaTHIS REQUIRED DRIVING RESISTANCE INCLUDES
ADDITIONAL RESISTANCE FOR DOWNDRAG OR SCOURe
INSTALL PILES AT BENT NOo1 TO A TIP ELEVATION NO HIGHER THAN —300 FTo
THE SCOUR CRITICAL ELEVATION FOR BENT NOe1 IS ELEVATION 20v0 FTeSCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE
SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTUREe
TESTING PILES WITH THE PDA DURING DRIVING9RESTRIKING OR REDRIVING MAY BE REQUIREDoTHE ENGINEER WILL DETERMINE THE
NEED FOR PDA TESTINGoFOR PDA TESTING,SEE SECTION 450 OF THE STANDARD SPECIFICATIONSo
TOTAL BILL OF MATERIAL
REMOVAL UNCLASSIFIED BRIDGE VERTICAL 3'-0"x1'-9"
OF EXISTING STRUCTURE APPROACH HP 12x53 HP 14x73 RIP RAP GEOTEXTILE
PDA CLASS A REINFORCING PILE CONCRETE ELASTOMERIC PRESTRESSED ASBESTOS
STRUCTURE TESTING EXCAVATION CONCRETE SLABS STEEL STEEL GALVANIZED REDRIVES BARRIER CLASS II FOR gEARINGS CONCRETE ASSESSMENT
AT STATION AT STATION AT STATION PILES STEEL PILES RAIL �2'-0"THICK) DRAINAGE CORED SLABS
14+78000 —L— 14+78000 —L— 14+78000 —L—
LUMP SUM EACH LUMP SUM CUo YDSo LUMP SUM LBSo NOo LINo FTa NOo LINo FTo EACH LINo FTo TONS SQo YDSo LUMP SUM NOa LINo FTo LUMP SUM
SUPERSTRUCTURE LUMP SUM LUMP SUM — — 140050 LUMP SUM 22 770
END BENT 1 LUMP SUM 1402 29115 7 525 — 4 60 65
BENT 1 10e7 2,136 — 8 640 4
END BENT 2 LUMP SUM 1402 2,115 7 490 — 4 75 85
TOTAL LUMP SUM 2 LUMP SUM 39e1 LUMP SUM 6,366 14 1,015 8 640 12 140050 135 150 LUMP SUM 22 770 LUMP SUM
GENERAL NOTES
ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADINGo
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONSo
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1e
THIS BRIDGE SHALL BE CONSTRUCTED USING TOP—DOWN CONSTRUCTION METHODSo
THE USE OF A TEMPORARY CAUSEWAY OR WORK BRIDGE IS NOT PERMITTEDo
FOR OTHER DESIGN DATA AND GENERAL NOTES9SEE SHEET SNa
FOR SUBMITTAL OF WORKING DRAWINGS,SEE SPECIAL PROVISIONSo
FOR FALSEWORK AND FORMWORK9SEE SPECIAL PROVISIONSo
FOR CRANE SAFETY,SEE SPECIAL PROVISIONSo
FOR GROUT FOR STRUCTURES,SEE SPECIAL PROVISIONSo
THE MATERIAL SHOWN IN THE CROSS—HATCHED AREA SHALL BE EXCAVATED
FOR A DISTANCE OF 19a5 FToON EACH SIDE OF CENTERLINE BRIDGE AS
DIRECTED BY THE ENGINEERoTHIS WORK WILL BE PAID FOR AT THE
CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED STRUCTURE EXCAVATIONo
SEE SECTION 412 OF THE STANDARD SPECIFICATIONSo
THE EXISTING THREE SPAN STRUCTURE WITH SPAN LENGTHS OF 15'-7",
15'-2", AND 15'-8" WITH 19 LINES OF 6x12 TIMBER JOISTS AT VARIOUS
CENTERS WITH A REINFORCED CONCRETE DECK WITH A 25o4'OUT TO OUT
DECK WIDTH ON TIMBER CAPS AND TIMBER PILES (ONE WITH CONCRETE
COLLAR)SHALL BE REMOVEDoIN ADDITION,ANY PILES REMAINING FROM
PREVIOUS BRIDGE CONSTRUCTION OR MAINTENANCE OPERATIONS SHALL
BE REMOVED AND INCLUDED IN THE LUMP SUM PAY ITEM FOR "REMOVAL
OF EXISTING STRUCTURE AT STATION 14+78000 —L—"
THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS
FROM THE BEST INFORMATION AVAILABLEoSINCE THIS INFORMATION IS SHOWN
FOR THE CONVENIENCE OF THE CONTRACTOR,THE CONTRACTOR SHALL HAVE
NO CLAIM WHATSOEVER AGAINST THE DEPARTMENT OF TRANSPORTATION FOR
ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON DIFFERENCES BETWEEN
THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS AND THE ACTUAL
CONDITIONS AT THE PROJECT SITEo
REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO
ALLOW DEBRIS TO FALL INTO THE WATERoTHE CONTRACTOR SHALL REMOVE
THE BRIDGE AND SUBMIT PLANS FOR DEMOLITION IN ACCORDANCE WITH
ARTICLE 402-2 OF THE STANDARD SPECIFICATIONSo
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC 18 — EVALUATING
SCOUR AT BRIDGESo"
FOR INTERIOR BENT,ONLY PARTIAL GALVANIZING OF THE PILES IS REQUIREDaSEE
INTERIOR BENT SHEET FOR REQUIRED GALVANIZED LENGTHSePAYMENT FOR PARTIALLY
GALVANIZED PILES WILL BE MADE UNDER THE CONTRACT UNIT PRICE FOR GALVANIZED
STEEL PILESo
FOR EROSION CONTROL MEASURES SEE EROSION CONTROL PLANSe
ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY PLANSo
FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND
RENOVATION ACTIVITIES,SEE SPECIAL PROVISIONSD
AT THE CONTRACTOR'S OPTION9PRESTRESSED CONCRETE END BENT AND BENT
CAPS MAY BE SUBSTITUTED IN PLACE OF THE CAST—IN—PLACE CAPSeTHE
CONTRACTOR SHALL COORDINATE WITH THE RESIDENT ENGINEER TO RECEIVE
REVISED PLANS AND DETAILS FROM THE STRUCTURES MANAGEMENT UNITe
THE REDESIGN AND ANY MATERIALS NEEDED WILL BE AT NO EXTRA COST TO
THE CONTRACTORo
—DocuSigned by:
�arn.l, ,�. 13av�c.v�
����sGY�nieE�7a6s�a, E .
,,��;�� CARp�"'"�,
�` �,,�,ii�ii,ii,,, � '�.
``p .�"FESS/p .,y',.
_ �� Q�o N9� �" 9 =
_ = SEAL = =
= = 12916 = _
_ =: :� =
�%'� �'�,FM',INEE��`� �o``
;,,qG '�-",,,,,,,,,,�� �� ;
,, ; � J• B P�t `,.,,
1/24/2017
��"'''�����,,,�, „��,,,,��,,,����.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
�NTB HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
343 E. Six Forks Rd., Suite 200, Raleigh, N.C. 27609
DRAWN BY J. BAYNE DATE ��17 DWGe NOe 2
CHECKED BY P. BARBER DATE I/17
PROJECT NO. 17BPo2oRo67
BEAUFORT COUNTY
STATION: 14+78000 -L-
SHEET 2 OF 2
NO.
1
2
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
GENERAL DRAWING
FOR BRIDGE ON SR 1507
OVER BEAVERDAM SWAMP
BETWEEN SR 1522
AND NC HWY 32
REVISIONS
BY DATE NO.
3
4
BY I DATE
SHEET NO.
S-2
TOTAL
SHEETS
17
�
�
�OAD AND RESISTANCE FACTOR RATING C�RFD) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE SERVICE III LIMIT STATE
MOMENT SHEAR MOMENT
z z z �
� � � � � � � � � � � w
o � z o r- o z o F- o z o �- o m
o� � a �� o� � a �� �
c� c� � o -- � a � � �
Z Z U X �--� � U U li O H p U U li O H p U U li O Z
� HH a �._ a o �,_ a o �._ a o
J H I..� � � � I..� J W p� � I..� J W p,�, � � I..� J w 0-H
w � a � a cn m cn c� Z,� m cn c� Z,� a cn m cn c.� Z,� �-
J F- O� �C7 II Q� H� C� � Zw.� H� C7 � Zw.� Q� H� C� � Z W.� Z
W H �Z �� �Z JO �O Z W a�Z �� H Z � Q�-Z wO �O H Z � a W
H H (n W F- � H H Z � I-
� 2 H Z Q Z I- Z � C.� (n U I- Q � (n � Q (n U t- Q � (n � Q � U (n C.� H Q � (n � Q �
W W W� O O H a� O H Q H Q Q � H H �,,,�J � H Q Q � H H w� H Q H Q Q � H H �y,J � O
J � �.� U J ��.� � J L.� � L.� � (/i C' � J(n � L.� � (n C.7 0 J(n J L.� 0 L.� � (n C' � J tn U
HL-93(Inv) N/A 1 1.319 -- 1.75 0.278 1.76 40' EL 19.5 0.549 1.32 40' EL 1.95 0.80 0.278 1.55 40' EL 19.5
DESIGN
HL-93(Opr) N/A -- 1.709 -- 1.35 0.278 2.28 40' EL 19.5 0.549 1.71 40' EL 1.95 N/A -- -- -- -- --
LOAD HS-20(Inv) 36.000 2 1.540 55.449 1.75 0.278 2e21 40' EL 19.5 0.549 1.54 40' EL 1.95 0.80 0.278 1.94 40' EL 19.5
RATING
HS-20(Opr) 36.000 -- 1.997 71.878 1.35 0.278 2.86 40' EL 19.5 0.549 2 40' EL 1.95 N/A -- -- -- -- --
SNSH 13.500 -- 3.606 48.687 1.4 0.278 5.1 40' EL 19.5 0.549 4.13 40' EL 1.95 0.80 0.278 3.61 40' EL 19.5
SNGARBS2 20.000 -- 2.964 59.289 1.4 0.278 4.19 40' EL 15.6 0.549 3.07 40' EL 1.95 0.80 0.278 2.96 40' EL 19.5
SNAGRIS2 22.000 -- 2.906 63.929 1.4 0.278 4.09 40' EL 15.6 0.549 2.91 40' EL 1.95 0.80 0.278 2.92 40' EL 15.6
SNCOTTS3 27.250 -- 1.803 49.125 1.4 0.278 2.55 40' EL 19.5 0.549 2.07 40' EL 1.95 0.80 0.278 1.80 40' EL 19.5
>
�' SNAGGRS4 34.925 -- 1.623 56.667 1.4 0.278 2.29 40' EL 19.5 0.549 1.82 40' EL 1.95 0.80 0.278 1.62 40' EL 19.5
SNS5A 35.550 -- 1.578 56.107 1.4 0.278 2.23 40' EL 19.5 0.549 1.9 40' EL 1.95 0.80 0.278 1.58 40' EL 19.5
SNS6A 39.950 -- 1.502 59.992 1.4 0.278 2.12 40' EL 19.5 0.549 1.77 40' EL 1.95 0.80 0.278 1.50 40' EL 19.5
LEGAL SNS7B 42.000 3 1.432 60.149 1.4 0.278 2.02 40' EL 19.5 0.549 1.81 40' EL 1.95 0.80 0.278 1.43 40' EL 19�5
LOAD TNAGRIT3 33.000 -- 1.848 60.976 1.4 0.278 2.61 40' EL 19.5 0.549 2.08 40' EL 1.95 0.80 0.278 1.85 40' EL 19.5
RATING
TNT4A 33.075 -- 1.872 61.901 1.4 0.278 2.65 40' EL 19.5 0.549 1.98 40' EL 1.95 0.80 0.278 1.87 40' EL 19.5
TNT6A 41.600 -- 1.587 66.032 1.4 0.278 2.24 40' EL 19.5 0.549 1.94 40' EL 1.95 0.80 0.278 1.59 40' EL 19.5
N TNT7A 42.000 -- 1.627 68.354 1.4 0.278 2.3 40' EL 19.5 0.549 1.79 40' EL 1.95 0.80 0.278 1.63 40' EL 19.5
�
�- TNT7B 42.000 -- 1.664 69.888 1.4 0.278 2.35 40' EL 19.5 0.549 1.72 40' EL 1.95 0.80 0.278 1.66 40' EL 19.5
TNAGRIT4 43.000 -- 1.619 69.61 1.4 0.278 2.28 40' EL 15.6 0.549 1.65 40' EL 1.95 0.80 0.278 1.62 40' EL 19.5
TNAGTSA 45.000 -- 1.498 67.412 1.4 0.278 2.12 40' EL 19.5 0.549 1.71 40' EL 1.95 0.80 0.278 1.50 40' EL 19.5
TNAGT5B 45.000 -- 1.455 65.486 1.4 0.278 2.06 40' EL 19.5 0.549 1.56 40' EL 1.95 0.80 0.278 1.46 40' EL 19.5
d
d d
LRFR SUMMARY
FOR SPAN 'A'
06-DEC-2016 14:29
S:\OPG1\Division2\176P.2.R.67_Beoufort BR11\Structure\Finol_Plons\176P.2.R.67_SMU_CS.dgn
gdickey
LOAD FACTORS�
DESIGN LIMIT STATE Ypc Ypw
LOAD STRENGTH I 1.25 1.50
RATING
FACTORS SERVICE III 1.00 1.00
NOTESa
MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
REClUIRED FOR DESIGN.
COMMENTSa
1.
2.
3.
4.
� CONTROLLING LOAD RATING
� DESIGN LOAD RATING (HL-93)
O2 DESIGN LOAD RATING (HS-20)
� LEGAL LOAD RATING � �
�� SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I - INTERIOR GIRDER
EL - EXTERIOR LEFT GIRDER
ER - EXTERIOR RIGHT GIRDER
,,,,,,,,,,,,,►,.,,,.
,����.0�.�� CARp���.�,�.
:� �' C`����� 9 ��'�
c Q� :
' SEAL '
-
= 212 71 =
: : � :
. • .
. ,•�, ��
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�'�•C�RY � W, ���;o`°�
�''••.,�����u•••`•
DocuSigned by:
�� ��,
884E4688CE56466...
12/12/2016
PROJECT No. 17BPo2�R�67
BEAUFORT CouNTY
STAT ION: 14 + 78�00 - L-
STDo NOo 21LRFR1_90S_40L
�
�
�OAD AND RESISTANCE FACTOR RATING C�RFD) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE SERVICE III LIMIT STATE
MOMENT SHEAR MOMENT
z z z �
� � � � � � � � � � � w
o � z o r- o z o F- o z o �- o m
o� � a �� o� � a �� �
c� c� � o -- � a � � �
Z Z U X �--� � U U li O H p U U li O H p U U li O Z
� HH a �._ a o �,_ a o �._ a o
J H I..� � � � I..� J W p� � I..� J W p,�, � � I..� J w 0-H
w � a � a cn m cn c� Z,� m cn c� Z,� a cn m cn c.� Z,� �-
J F- O� �C7 II Q� H� C� � Zw.� H� C7 � Zw.� Q� H� C� � Z W.� Z
W H �Z �� �Z JO �O Z W a�Z �� H Z � Q�-Z wO �O H Z � a W
H H (n W F- � H H Z � I-
� 2 H Z Q Z I- Z � C.� (n U I- Q � (n � Q (n U t- Q � (n � Q � U (n C.� H Q � (n � Q �
W W W� O O H a� O H Q H Q Q � H H �,,,�J � H Q Q � H H w� H Q H Q Q � H H �y,J � O
J � �.� U J ��.� � J L.� � L.� � (/i C' � J(n � L.� � (n C.7 0 J(n J L.� 0 L.� � (n C' � J tn U
HL-93(Inv) N/A 1 1.037 -- 1.75 0.283 1.83 30' EL 14.5 0.574 1.04 30' EL 1.45 0.80 0.283 1.58 30' EL 14.5
DESIGN
HL-93(Opr) N/A -- 1.344 -- 1.35 0.283 2.38 30' EL 14.5 0.574 1.34 30' EL 1.45 N/A -- -- -- -- --
LOAD HS-20(Inv) 36.000 2 1.183 42.587 1.75 0.283 2.53 30' EL 11.6 0.574 1.18 30' EL 1.45 0.80 0.283 2.20 30' EL 11.6
RATING
HS-20(Opr) 36.000 -- 1.533 55.205 1.35 0.283 3.28 30' EL 11.6 0.574 1.53 30' EL 1.45 N/A -- -- -- -- --
SNSH 13.500 -- 20895 39.081 1.4 0.283 5.18 30' EL 14.5 0.574 2.89 30' EL 1.45 0.80 0.283 3.56 30' EL 14.5
SNGARBS2 20.000 -- 2.240 44.792 1.4 0.283 4.53 30' EL 11.6 0.574 2.24 30' EL 1.45 0.80 0.283 3.15 30' EL 11.6
SNAGRIS2 22.000 -- 2.157 47.463 1.4 0.283 4.6 30' EL 11.6 0.574 2.16 30' EL 1.45 0.80 0.283 3.20 30' EL 11.6
SNCOTTS3 27.250 -- 1.462 39.849 1.4 0.283 2.6 30' EL 14.5 0.574 1.46 30' EL 1.45 0.80 0.283 1.79 30' EL 14.5
>
�' SNAGGRS4 34.925 -- 1.346 46.999 1.4 0.283 2.5 30' EL 14.5 0.574 1.35 30' EL 1.45 0.80 0.283 1.72 30' EL 14.5
SNS5A 35.550 -- 1.427 50.733 1.4 0.283 2.42 30' EL 14.5 0.574 1.43 30' EL 1.45 0.80 0.283 1.67 30' EL 14.5
SNS6A 39.950 -- 1.341 53.59 1.4 0.283 2.29 30' EL 14.5 0.574 1.34 30' EL 1.45 0.80 0.283 1.58 30' EL 14.5
LEGAL SNS7B 42.000 -- 1.369 57.505 1.4 0.283 2.23 30' EL 14.5 0.574 1.37 30' EL 1.45 0.80 0.283 1.53 30' EL 14.5
LOAD TNAGRIT3 33.000 -- 1.593 52.58 1.4 0.283 2.97 30' EL 14.5 0.574 1.59 30' EL 1.45 0.80 0.283 2.04 30' EL 14.5
RATING
TNT4A 33.075 -- 1.483 49.043 1.4 0.283 2.82 30' EL 14.5 0.574 1.48 30' EL 1.45 0.80 0.283 1.94 30' EL 14.5
TNT6A 41.600 -- 1.433 59.622 1.4 0.283 2.56 30' EL 14.5 0.574 1.43 30' EL 1.45 0.80 0.283 1.76 30' EL 14.5
N TNT7A 42.000 -- 1.363 57.264 1.4 0.283 2.64 30' EL 14.5 0.574 1.36 30' EL 1.45 0.80 0.283 1.82 30' EL 14.5
�
�- TNT7B 42.000 -- 1.331 55.915 1.4 0.283 2.49 30' EL 14.5 0.574 1.33 30' EL 1.45 0.80 0.283 1.72 30' EL 14.5
TNAGRIT4 43.000 -- 1.287 55.356 1.4 0.283 2.58 30' EL 14.5 0.574 1.29 30' EL 1.45 0.80 0.283 1.78 30' EL 14.5
TNAGTSA 45.000 -- 1.381 62.151 1.4 0.283 2.5 30' EL 14.5 0.574 1.38 30' EL 1.45 0.80 0.283 1.72 30' EL 14.5
TNAGT5B 45.000 3 1.212 54.54 1.4 0.283 2.41 30' EL 11.6 0.574 1.21 30' EL 1.45 0.80 0.283 1.66 30' EL 11.6
�
�
0
LRFR SUMMARY
FOR SPAN 'B'
06-DEC-2016 14:29
S:\OPG1\Division2\176P.2.R.67_Beoufort BR11\Structure\Finol_Plons\176P.2.R.67_SMU_CS.dgn
gdickey
LOAD FACTORS�
DESIGN LIMIT STATE Ypc Ypw
LOAD STRENGTH I 1.25 1.50
RATING
FACTORS SERVICE III 1.00 1.00
NOTESa
MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
REClUIRED FOR DESIGN.
COMMENTSa
1.
2.
3.
4.
� CONTROLLING LOAD RATING
� DESIGN LOAD RATING (HL-93)
O2 DESIGN LOAD RATING (HS-20)
� LEGAL LOAD RATING � �
�� SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I - INTERIOR GIRDER
EL - EXTERIOR LEFT GIRDER
ER - EXTERIOR RIGHT GIRDER
,,,,,,,,,.,,,,,,,,,,,,,
.�`'pQ��H •CAROI�'',.
.-- �.. �Essio • yq --.
: ; � �'•• 'o
° ' Q SEAL °
-
= 212 71 =
� i : :
. •
�=,�'��: F!�GiNE��` •;��,''.�
:
,,���C�RY . W ; ��C, ���.
'�•nnnn.•.•``
DocuSigned by:
�� ��,
l z � l z �4�Q6�$,CE56466...
U U
PROJECT No. 17BPo2�R�67
BEAUFORT CouNTY
STAT ION: 14 + 78�00 - L-
STDo NOo 21LRFR1_90S_30L
�
�
1" I1'-0"
15'-5"
33'-0"
30'-10" (CLEAR ROADWAY)
VERTICAL CONCRETE BARRIER RAIL (TYP.)
FOR DETAILS SEE "VERTICAL
CONCRETE BARRIER RAIL SECTION"
2%4" Ca� � BRG.
GRADE PT.
` 0.025
.. .. .. .. .. .. .. .. .. .. ..
. . . . . . . . . . . . . . . . . . . . . .
� i � i � i � i ♦ i � ♦ � i ♦ ♦ ♦ i � i � i
._. ._. ._. ._. ._. ._. ._. ._. ._. ._. ._.
15'-5"
-L-
— 73/8" c� � BRG.
ASPHALT WEARING
SURFACE (SEE
ROADWAY PLANS)
0.025 ,
1'-0"I 1"
" �. .
.��.��iiiiiiiii����������.
i i i i
• • • • • • • • • •
�
� 0.6" QS L.R. TRANSVERSE � SHEAR KEYS TO BE FILLED WITH GROUT AFTER
POST-TENSIONING STRAND ALL ERECTION HAS BEEN COMPLETED AND AFTER
3'-0" IN 2�/2"QS HOLE FINAL TENSIONING OF TRANSVERSE STRANDS
16'-6" 16'-6"
11 PRESTRESSED CONCRETE CORED SLAB UNITS = 33'-0"
HALF SECTION
AT INTERMEDIATE DIAPHRAGMS
ASPHALT
WEARING
SURFACE
HALF SECTION
THROUGH VOIDS
TYPICAL SECTION
�-THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT
OF THE BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL
FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT
THICKNESS SEE THE "VERTICAL CONCRETE BARRIER RAIL SECTION" DETAIL.
FIXED END FIXED END FIXED END
2�/2" Q1 DOWEL HOLE
,-----------------------------
� ,�
� ,�
, � � �------- --
� 12 �� � � ,
;� 6�� � VOIDS '
�
�----- -- 1�-1��2�� ' �
�
SEE "BRIDGE -- — � ' . ' ------- --
.\ � �
APPROACH SLAB" �� ' � � �
SHEET FOR DETAILS �1----- -- ------, ``O
, ; �
2 LAYERS OF 30 LB. � I v�
ROOFING FELT TO � '
PREVENT BOND. j I
, , ELASTOMERIC
l�/2" QS BACKER ROD � _ � . - — - - � _ _ _I BEARING PAD
� BEARING SEE "END BENT"
& #6 DOWELS SHEETS FOR DETAILS
SECTION AT END BENT
�. 0.6" QS L.R. TRANSVERSE
HOLE FOR POST-TENSIONING STRAND
TRANSVERSE STRAND SHEATHED WITH A
NON-CORROSIVE PIPE.
-----• •-------- °°°I I 5�s"" X 5"" X 5"" �
� � aoo
' � ' � oo �
- - � ao
�N 1 1 � o a
� � � � o� ° STRAND VISE
o ------� �----- - °� �
� v � o0
�� ^o 00 � ad � a�oo D
o,o°, , a o
4�� � FILL RECESS
B 4" B OUTSIDE FACE �' WITH GROUT
8 OF EXTERIOR i�q�� 5i�4--° ��4�.
�� CORED SLAB
ELEVATION VIEW SECTION B—B
GROUTED RECESS AT END OF
POST—TENSIONED STRAND OF CORED SLABS
ASPHALT
WEARING
SURFACE
� JT.
1�/2" JT. AT BENT
I �-- 2�/2" Qs DOWEL HOLES
GROUT ' �
�
----, � � � 12��QJ r-------
�
� ' ' � ' VOIDS �
�
� 12" Ps � 6„ 6„ � �
� � <
� VOIDS � � � � �
� ,� �, , �
---- � � � � �, � --------
,� �, .
�---- -- -- ----� �
ELASTOMERIC , � �
BEARING PAD � I °�
2"� BACKER ROD , , ELASTOMERIC
� BEARING � �� — ' BEARING PAD
. \ _I
& #6 DOWELS — � �
SEE "BENT" SHEETS
FOR DETAILS
SECTION AT BENT
3'-0"
N
#5 S1
� 2�/2" �
sDOWEL HOLES
#5 S1
N� #5 S1 J
EN� EL.EVAT TON
SHOWING PLACEMENT OF DOUBLE STIRRUPS
AND LOCATION OF DOWEL HOLES.
(STRAND LAYOUT NOT SHOWN.)
INTERIOR SLAB UNIT SHOWN-EXTERIOR SLAB
UNIT SIMILAR EXCEPT SHEAR KEY LOCATION.
06-DEC-2016 14:30
S:\DPG1\Division2�176P.2.R.67_BeQufort BR11�Structure�Final_Plans�l7BP.2.R.67_SMU_CS.dgn
gdickey
CONST. JT.
(TYP.)
�q „B„
3"
3'-0"
1'-6" 1'-6"
10" 1'-4" 10"
11" 4" 4" 11" 3"
.—. �
I 12" Qs VOIDS �
I "
♦
��
�� i� r�
. v V aJ
.. „ „ .�
3 7 7 3
2 SPA. 4 SPA. 2 SPA.
C� 2" CTS. C� 2" CTS. C� 2" CTS.
INTERIOR SLAB SECTION
c 30' UNIT)
(9 STRANDS REQUIRED)
3'-0"
1'-6" 1'-6"
10" 1'-4" 10"
3" . 11" .4"� 4". 11" 3"
#4 .,B„
\
, o
o�
,� —
�N
o #4 S2'
�
�
12" Q1 VOIDS �
�I "
—+ I
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SEE STANDARD SPECIFICATIONS,ARTICLE 1078-7.
Q OPTIONAL FULL LENGTH DEBONDED STRANDS.
THESE STRANDS ARE NOT RECIUIRED. IF THE
FABRICATOR CHOOSES TO INCLUDE THESE STRANDS
IN THE CORED SLAB UNIT,THE STRANDS SHALL
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AT NO ADDITIONAL COST. SEE STANDARD
SPECIFICATIONS,ARTICLE 1078-7.
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DEBON� I NG L.EGEND
PERMITTED THREADED INSERT
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PROJECT No. 17BP�2�Ro67
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06-DEC-2016 14:30
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PROJECT No.17BP�2�Ro67
BEAUF OR T CouNTY
STAT InN: 1 q+ 78�00 - L-
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ELASTOMERIC
BEARING DETAILS
ELASTOMER IN ALL BEARINGS
SHALL BE 50 DUROMETER HARDNESS.
3'-0" x 1'-9"
30' CORED SLAB UNIT 0.6" Q1 L.R.
STRAND
CAMBER ( SLAB ALONE IN PLACE ) �/q" �
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SUPERIMPOSED DEAD LOAD
FINAL CAMBER �/8" �
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CORED SLABS REQUIRED
NUMBER LENGTHTOTAL LENGTH
40' UNIT
EXTERIOR C.S. 2 40'-0" 80'-0"
INTERIOR C.S. 9 40'-0" 360'-0"
TOTAL 11 440'-0"
DEAD LOAD DEFLECTION AND CAMBER
3'-0" x 1'-9"
40' CORED SLAB UNIT 0.6" Qs L.R.
STRAND
CAMBER ( SLAB ALONE IN PLACE ) 7/a" �
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BILL OF RATERIAL FORTONE
30' CO ED SL B UN I
EXTERIOR UNIT INTERIOR UNIT
BAR NUMBER SIZE TYPE LENGTH WEIGHT LENGTH WEIGHT
B2 2 #4 STR 29,_8„ 40 29,_8„ 40
S1 8 #5 3 4'-3" 35 4'-3" 35
S2 64 #4 3 5,_4„ 228 5,_4„ 228
� S3 39 #5 1 5'-7" 227
REINFORCING STEEL LBS. 303 303
� EPDXY COATED
REINFORCING STEEL LBS. 227
5000 P.S.I. CONCRETE CU. YDS. 4.4 4.4
0.6" Qs L.R. STRANDS No. 9 9
BILL OF MATERIAL FOR ONE
40' CORED SLAB UNI T
EXTERIOR UNIT INTERIOR UNIT
BAR NUMBER SIZE TYPE LENGTH WEIGHT LENGTH WEIGHT
B4 4 #4 STR 20'-9" 55 20'-9" 55
S1 8 #5 3 4'-3" 35 4'-3" 35
S2 84 #4 3 5,_4„ 299 5,_4„ 299
� S3 48 #5 1 5,_7„ 280
REINFORCING STEEL LBS. 389 389
� EPDXY COATED
REINFORCING STEEL LBS. 280
5000 P.S.I. CONCRETE CU. YDS. 5.8 5.8
0.6" QS L.R. STRANDS No. 13 13
SECTION T—T SECTION S—S
AT OPEN JOINT AT BENT AT DAM IN OPEN JOINT
(THIS IS TO BE USED WHERE (THIS IS TO BE USED ONLY
FOAM JOINT IS NOT USED) WHEN SLIP FORM IS USED)
��/2" EXP. JT. MAT'L HELD IN
PLACE WITH GALVANIZED NAILS.
(NOTE: OMIT EXP. JT. MAT'L.
WHEN SLIP FORM IS USED)
� OPEN JT. IN T � S
RAIL C� BENT �.,
#5 S3 (SEE "PLAN OF
UNIT"FOR SPACING)
CHAMFERII _'/a"
%a" II CHAMFER
CHAMFER
CONST. JT:
3/4 „
„
HAMFER
''-. T ''-. S
ELEVATION AT EXPANSION JOINTS
CONCRETE BARRIER RAI� SECTION
FIELC
#5
06-DEC-2016 14:30
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CORED SLABS REQUIRED
NUMBER LENGTHTOTAL LENGTH
30' UNIT
EXTERIOR C.S. 2 30'-0" 60'-0"
INTERIOR C.S. 9 30'-0" 270'-0"
TOTAL 11 330'-0"
BILL OF MATERIAL FOR VERTICAL CONCRETE BARRIER RAIL
BAR BARS PER PAIR OF EXTERIOR UNITS TOTAL N0. SIZE TYPE LENGTH WEIGHT
30' UNIT
� B9 20 20 #5 STR 29'-7" 617
� S4 78 78 #5 2 7,_2„ 583
� EPDXY COATED REINFORCING STEEL LBS. 1200
CL/"�SS /"�� CONCRETE CUsYDSs �a�
TOTAL VERTICAL CONCRETE BARRIER RAIL LN.FT. 60.25
BILL OF MATERIAL FOR VERTICAL CONCRETE BARRIER RAIL
BAR BARS PER PAIR OF EXTERIOR UNITS TOTAL N0. SIZE TYPE LENGTH WEIGHT
40' UNIT
� B11 40 40 #5 STR 19'-7" 817
� S4 96 96 #5 2 7,_2„ 718
� EPDXY COATED REINFORCING STEEL LBS. 1535
CLASS AA CONCRETE CU.YDS. 10.2
TOTAL VERTICAL CONCRETE BARRIER RAIL LN.FT. 80.25
1'-0"
1" 10" 1"
END VIEW
END
2,_�„
4-#5 S3 6"
& S 4 C�
FIELD BEND 6"CTS.
"B" BARS I FIELD CUT
� �
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FIELD
CUT
#5 S4
RAIL
4-#5 S3
& S 4 C�
6" CTS.
CONST. JT.
SIDE VIEW
DETAILS
#5 S3 & S4
#5 S4
#5 S3
(TYP.)
NOTES
ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION GRADE
270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT FOR SAMPLING
RECIUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS SHALL BE
GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR
PRESTRESSED CONCRETE CORED SLABS.
RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
TENSIONING OF THE STRANDS.
THE 2�/2"� DOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
FILLED WITH NON-SHRINK GROUT.
THE BACKER RODS SHALL CONFORM TO THE REDUIREMENTS OF TYPE M
BOND BREAKER.SEE SECTION 1028 OF THE STANDARD SPECIFICATIONS.
WHEN CORED SLABS ARE CAST.AN INTERNAL HOLD-DOWN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING SIDEWAYS.AT LEAST
SIX WEEKS PRIOR TO CASTING CORED SLABS,THE CONTRACTOR SHALL SUBMIT
TO THE ENGINEER FOR REVIEW AND COMMENT,DETAILED DRAWINGS OF THE
PROPOSED HOLD-DOWN SYSTEM. IN ADDITION TO STRUCTURAL DETAILS,
LOCATION AND SPACING OF THE HOLD-DOWNS SHALL BE INDICATED.
ALL REINFORCING STEEL IN THE VERTICAL CONCRETE BARRIER RAIL
SHALL BE EPDXY COATED.
PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE CORED SLAB UNIT
ENDS.
APPLY EPDXY PROTECTIVE COATING TO CORED SLAB UNIT ENDS.
GROOVED CONTRACTION JOINTS,�/2" IN DEPTH,SHALL BE TOOLED IN ALL
EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE WITH ARTICLE
825-10(B)OF THE STANDARD SPECIFICATIONS.A CONTRACTION JOINT SHALL
BE LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL EXPANSION
JOINTS. ONLY ONE CONTRACTION JOINT IS RE�UIRED AT MIDPOINT OF
BARRIER RAIL SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO
CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10
FEET IN LENGTH.
FLAME CUTTING OF THE TRANSVERSE POST-TENSIONING STRAND IS NOT
ALLOWED.
THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
STRENGTH OF NOT LESS THAN THE RECIUIRED STRENGTH SHOWN IN THE
"CONCRETE RELEASE STRENGTH" TABLE.
FOR GROUT FOR STRUCTURES,SEE SPECIAL PROVISIONS.
THE PERMITTED THREADED INSERTS ARE DETAILED AS AN OPTION FOR THE
CONTRACTOR TO ATTACH FALSEWORK AND FORMWORK DURING CONSTRUCTION.
THE PERMITTED THREADED INSERTS IN THE EXTERIOR UNITS SHALL BE
SIZED BY THE CONTRACTOR,SPACED AT 4'-0"CENTERS AND GALVANIZED
IN ACCORDANCE WITH SECTION 1076 OF THE STANDARD SPECIFICATIONS.
STAINLESS STEEL THREADED INSERTS MAY BE USED AS AN ALTERNATE.
THE PERMITTED THREADED INSERTS SHALL BE GROUTED BY THE CONTRACTOR
IMMEDIATELY FOLLOWING REMOVAL OF THE FALSEWORK.
THE COST OF THE PERMITTED THREADED INSERTS SHALL BE INCLUDED IN
THE PRICE BID FOR THE PRECAST UNITS.
GUTTERLINE ASPHALT THICKNESS & RAIL HEIGHT
ASPHALT OVERLAY THICKNESS RAIL HEIGHT
(� MID-SPAN (� MID-SPAN
30' UNITS 25/s"" 3"-85/8„
40' UNITS 2" 3'-8"
CONCRETE RELEASE STRENGTH
UNIT PSI
30' UNITS 4000
40' UNITS 4000
GRADE 270 STRAN�S
0.6" Q� L.R.
AREA
( SQUARE INCHES ) 0.217
ULTIMATE STRENGTH 58,600
( LBS. PER STRAND )
APPLIED PRESTRESS 43,g50
( LBS. PER STRAND )
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DocuSigned by:
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884E4688CE56466...
12/12/2016
PROJECT No. 17BPo2�R�67
BEAUF OR T CouNTY
STATION: 14 + 78�00 - L -
SHEET 4 OF 4
STDe NOo 21" PCS3_33_90S
GUARDRAIL
CHOR ASSEI
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�LT
GUARDRAIL ANCHOR ASSEMBLY DETAILS
ELEVATION
END OF SLAB
C� END BENT
PLAN
LOCATION OF
ANCHORS FOR GUARDRAIL
06-DEC-2016 14:30
S:\DPG1\Division2\176P.2.R.67_Beoufort BRII\Structure\Finol_Plons\176P.2.R.67_SMU_CS.dgn
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END BENT #1 SHOWN, END BENT #2 SIMILAR.
NOTES
THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A�/4" HOLD DOWN PLATE AND
7- 7/8" Q1 BOLTS WITH NUTS AND WASHERS.
THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36.AFTER
FABRICATION,THE HOLD-DOWN PLATE SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE
WITH AASHTO M111.
BOLTS SHALL CONFORM TO THE RE�UIREMENTS OF ASTM A307 AND NUTS SHALL
CONFORM TO THE RE�UIREMENTS OF AASHTO M291. BOLTS,NUTS AND WASHERS SHALL
BE GALVANIZED. (AT THE CONTRACTOR'S OPTION,STAINLESS STEEL BOLTS,NUTS
AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE 7/8" QS GALVANIZED BOLTS,
NUTS AND WASHERS.THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
REQUIREMENTS OF ASTM A307eTHE USE OF THIS ALTERNATE SHALL BE APPROVED BY
THE ENGINEER.)
THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH
GUARDRAIL IS TO BE ATTACHED TO THE END OF BARRIER RAIL.FOR POINTS OF
ATTACHMENT,SEE SKETCH.
AFTER INSTALLATION,THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A
SHARP POINTED TOOL.
THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT
CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL.
THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL
CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS.
THE 1�/4" Q� HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS
WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED
TO THE SATISFACTION OF THE ENGINEER.
END OF SLAB
C� END BENT 1
END OF SLAB
Ca END BENT 2
SKE T CH SHOW I NG
POINTS OF ATTACHMENT
� DENOTES GUARDRAIL ANCHOR ASSEMBLY
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12/12/2016
PROJECT No. 17BPo2oR�67
BEAUFORT CouNTY
STAT ION� 14 + 78000 -L -
STDo NOo GRA3
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POUR #2
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WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A-A,SEE SHEET 4 OF 4.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL".SHEET 4 OF 4.
06-DEC-2016 14:30
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_. 38.54
OF WING
LEVEL)
L. 36.04
�
�
�
EL. 33.54
rTOM oF caP
& WING
�4 S1 & #4 S2
TYP. EACH END)
���..��������,,,�
,���..o�.�H CARp���.�,,.
:�,, �� ����� q ,,�'
��Q� =
' SEAL '
-
= 212 71 =
: : � :
. •
%,�'��; F!�G�NE�� •;��v''.�
:
,,� C� .•• ��C,���.
,��''•�n�mn•�`�,•
DocuSigned by:
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NOTES
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
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 4 OF 4.
FOR WING DETAILS,SEE SHEET 3 OF 4.
PROJECT No. 17BP�2�Ro67
BEAUFORT CouNTY
STATION:
SHEET 1 OF 4
14 + 78000 -L -
STDo NOo EB_33_90S
�
�
POUR #2
UPPER PAf
OF WING`.
POUR #1
CAP, LOWEF
PART OF WIN(
CONCRETE COL
�
PLAN
1'-0"
�
W1
ELEVAT ION
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A-A,SEE SHEET 4 OF 4.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL".SHEET 4 OF 4.
06-DEC-2016 14:30
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gdickey
_. 38.34
OF WING
LEVEL)
L. 35.84
�
�
�
EL. 33.34
rTOM oF caP
& WING
�4 S1 & #4 S2
TYP. EACH END)
���..��������,,,�
,���..o�.�H CARp���.�,,.
:�,, �� ����� q ,,�'
��Q� =
' SEAL '
-
= 212 71 =
: : � :
. •
%,�'��; F!�G�NE�� •;��v''.�
:
,,� C� .•• ��C,���.
,��''•�n�mn•�`�,•
DocuSigned by:
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884E4668CE564B6...
12/12/2016
NOTES
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
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 4 OF 4.
FOR WING DETAILS,SEE SHEET 3 OF 4.
PROJECT No. 17BP�2�Ro67
BEAUFORT CouNTY
STATION:
SHEET 2 OF 4
14 + 78000 -L -
STDo NOo EB_33_90S
+
Q
�
�
2,_9„
#4 K1 (EA.
1,_9„
7,_6„
PL AN OF W I NG (W1
X
#d \/1 R�RC fFA F�f Fl
�„
0
�
�
(LEVEL)
X
ELEVATION OF WING (W1
06-DEC-2016 14:30
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2,_9„
�
-�„
7, _ 6„
PL AN OF W I NG (W2
Y
#a vi RARC r�n �nr��
1,_9„
WING DETAI�S
(LEVEL)
Y
ELEVAT ION OF WING (W2
(EA. FACE)
�����v������►v,,�.
,����.0�.�� CARp���.�,,.
:� �' C`����� 9 ��'�
: Q� :
= SEAL :
= 212 71 =
: : � :
. • .
' • �'` •'
%,�'��; •.,!�G�►��',��v �.
�'�•C�RY � W, ���;o`°�
�--...,,,,,,,,,..,.
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�
1'-0"
� I 2" CL. �� 2" CL.
#4 V1
=ILL FACE
ONST. JT.
3" HIGH B.B.
SECT ION X—X
1'-0"
2" CL. 2" CL.
#4 v�
ONST. JT.
J n1Vn D.D.
SECT ION Y—Y
PROJECT No. 17BPo2�Ro67
BEAUFORT CouNTY
STAT ION: 14 + 78�00 - L-
SHEET 3 OF 4
STDo NOo EB_33_90S
�
�
MINIMUM OF 3- ONE CUBIC
FOOT BAGS OF �78M STONE.
BAGS SHALL BE OF POROUS
FABRIC,SECURELY TIED.
6" ( MIN.) PIPE
FOR DRAINAGE
6" ( MIN.) PIPE
FOR DRAINAGE
GRADE TO DRAIN GRApE TO DRAIN
TOE OF SLOPE TOE OF SLOPE
BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION
OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE,CORRUGATED
STEEL,CORRUGATED ALUMINUM ALLOY,OR CORRUGATED PLASTIC. PERFORATED
PIPE WILL NOT BE ALLOWED.
BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT
IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT
ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER.
BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER-
MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS.
NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE
COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE
BID FOR THE SEVERAL PAY ITEMS.
TEMPORARY DRAINAGE AT EN� BENT
1 ,.---. .---.
/ , .� ,• .
� . • `.
. .
; � �; ; � �;
— ; —�—�— — ;— � ;—
. • . �
. •
' � —�—
I�� �� I � PILES & �• ��
�`•__.-'� CONCRETE COLLARS ��•._.•'�
ASSEMBLED BY : G. KOUCHEKI DATE : 9/2016
CHECKED BY : P. BRYANT DATE : 11/2016
DRAWN BY : DGE 12/09 REV. II/14 MAA/TMG
CHECKED BY : MKT 0�/�0
2'-0" QJ CONCRETE COLLAR
(TYP. EACH PILE)
PLAN
Q
�
FILL FACE
BACK GOUGE
DETAIL A
� � �PILE HORIZONTAL
PILE VERTICAL
o OR VERTICAL
00
x o �„ Tp �/s"" 60° +10 �
o � _p
� ` �
♦
�
0
BACK GOUGE
DETAIL B
♦ ♦
. ,
� �„ Tp �/s"" �
DETAIL A � �
�
0
p DETAIL B
POSITION OF PILE DURING WELDING.
PI�E SP� ICE �ETAI�S
� CONCRETE
� COLLAR
�
� HP 12 X 53
STEEL PILE
ELEVATION
BOTTOM OF CAP
CORROSION PROTECTION FOR STEEL PILES �ETAIL
(END BENT No. 1 SHOWN, END BENT No. 2 SIMILAR BY ROTATION)
�
� CORED
SLAB UNIT
2, _ 6„
� BEARING
�
ti
�
: -�
1"X 8"X ;
ELASTOMERI
PAD (TYPE ]
DETAIL "A"
(END BENT No. 1 SHOWN, END BENT No. 2 SIMILAR BY ROTATION)
06-DEC-2016 14:30
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FILL
FACE
4-#9 B1
#4 B2 (EA. FACE)
#4 B3
#4 S1
#4 B2 (EA. FACE)
2-#9 B1
2" CL. (TYP.) �
BAR TYPES
HKs O HKa
_ _ O
1' 3" 38'-6" 1' 3" �
7, _ 2„
�
v
�
�
N
Y
_
2,_5„
4��2„ 2, _ 5„ q i�2„
HK. ( HK.
� O
" �" LAP
BILL OF M ATERIAL
FOR ONE EN� BENT
BAR NOe SIZE TYPE LENGTH WEIGHT
B1 8 #9 1 41'-0" 1115
B2 16 #4 STR 20'-7" 220
B3 10 #4 STR 2'-5" 16
D1 22 #6 STR 1'-6" 50
H1 24 #4 2 7'-10" 126
K1 12 #4 STR 2'-11" 23
S1 50 #4 3 7'-5" 248
S2 50 #4 4 3'-2" 106
S3 14 #4 5 6'-6" 61
V1 48 #4 STR 4'-8" 150
REINFORCING STEEL
(FOR ONE END BENT)
CLASS A CONCRETE BREAKDOWN
(FOR ONE END BENT)
POUR #1 CAP,LOWER PART
OF WINGS & COLLARS
POUR #2 UPPER PART OF
ALL BAR DIMENSIONS ARE OUT TO OUT. WINGS
END BENT No.l END BENT No.2
HP 12 X 53 STEEL PILES HP 12 X 53 STEEL PILES
N0: 7 LIN. FT.= 525 N0: 7 LIN. FT.= 490 TOTAL CLASS A CONCRETE
PILE REDRIVES 4 EACH PILE REDRIVES 4 EACH
1.-�•, 11„ 1�„
1,_7i�2„
I
2" CL. � �
:
, ,-----�
�• • • •�—
, ,
� II II �
� #6 D1 DOWEL
#4 S2 0,
I
:
� HP 12 X 53 I
STEEL PILE
1,_4��2„ 1,_4��2„
2,_g„
4-#4 B2 C� 4" CTS.
OVER PILES
#4 S3
o� —
` � O `M
.� . , .
� . �
�
� �
2-#9 B1
3" HIGH B.B.
SECT ION A-A
(CONCRETE COLLAR NOT SHOWN FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL.")
2115 LBS.
12.4 C.Y.
1.8 C.Y.
14.2 C.Y.
� PROJECT No. 17BPo2�R�67
�
N BEAUFORT COuNTY
STAT ION: 14 + 78�00 - L-
SHEET 4 OF 4
�������������,.,.
�`°���H • C AROI�,y'�.
�
�,, ? ���? ����' � ,,��:
= :Q =
- SEAL '
-
- 212 71 °
: : : -
. . . ;
: • • •
• � :�,,�
.
.,�����,�;C ,�,Gi �G�,,��
. RY�W.O .
�''•�•,����������``�
DocuSigned by:
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884E4688CE564B6...
12/12/2016
DOCUMENT NOT CONSIDERED "o
FINAL UNLESS ALL �I
SIGNATURES COMPLETED 5
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
END BENT Noo 1& 2
DETAILS
REVISIONS SHEET N0.
BY: DATE: N0. BY: DATE: S-13
� TOTAL
SHEETS
L� 17
STDo NOo EB_33_90S
+
�
BENT
CONTROL LINE
& � PILES
TO
E
BOTT(
EL
(Tl
(�HLVHIV1LtU J I ttL I'"1LtJ
O O O O O O O O
17,_9„
2'-6"X 8"X 1"
ELASTOMERIC BEARING
PAD (TYPE I) (TYP.)
-L-
9�/�„
1'-7" 1'-5"
(TYP.) (TYPJ
-- _ - �-_ - -�- _ • � -_
- • � _ � - - -- � - -
W.P.#2
35'-6"
PL AN
1
9 �/�„
90 ° -00'-00"
,- .,
,
, .
, .
_ �, `
_ , �_ ,
, �
, �
, ,
-- - ,- - -
, ,
, ,
-- - - � �-- ,
, ,
, ,
. ,
, ,
. ,
, _ ,,
17'-9"
- �- _ • � _ -
; - - - - - -
- �- - a ♦ _ -
SEE DETAIL "A"
SPAN B
SPAN A
E�EVAT ION
FOR SECTION A-A,SEE SHEET 2 OF 2
06-DEC-2016 14:30
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gdickey
TOP OF CAP
EL. 35.93
z
H
�
BOTTOM OF CAP
EL. 33.43
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
�k INVERT ALTERNATE STIRRUPS.
GALVANIZE THE TOP OF EACH INTERIOR BENT PILE
A MINIMUM OF 30 FEET.GALVANIZE IN
ACCORDANCE WITH SECTION 1076 OF THE STANDARD
SPECIFICATIONS.
� BEARING
& DOWELS
� CORED
SLAB UNIT�
2, 16„
(TYP.)
I
1,_7„
(TYP.)
9 �/2„ 9 i�2„
(TYP.) . (TYP.)
' � � ��
�
�
\, ^
W
- BENT
CONTROL
LINE
t-f i- --�- --rt�-
,� � � ��
2,_6„ X$„ X 1„ � I �
ELASTOMERIC BEARING #6 D1 DOWELS
PAD (TYPE I) (TYP.) TO PROJECT 9"
ABOVE CAP (TYP.)
DETAIL "A"
(DIMENSIONS ARE TYPICAL EACH BEARING)
,,��vuwn►ri���i
,����.0�.�� CARp���.�,�.
:� �' C`����� 9 ��'�
c Q� :
' SEAL '
-
= 212 71 =
:: _:
. ..
. .•�, �.`
%,�'��; •.,!�G�►��',��v �.
�'�•C�RY � W, ���;o`°�
�''••v�����u•••`•
DocuSigned by:
�� ��,
1z�118�4F 1C�E56466...
U (�
PROJECT No. 17BP�2�R�67
BEAUFORT CouNTY
STAT ION: 14 + 78000 -L -
SHEET 1 OF 2
STDo NOo 14"HP_BT_33_90S_<60'
�
�
06-DEC-2016 14:30 T n
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gdickey
�
�
SHOULDER LINE
SHOULDER LINE
� BRIDGE AND
ROADWAY
SHOULDER LINE
1'-0" MIN. EARTH BER
NORMAL TO CAP
EL. 36.60
�
�
�
C
�
�
rri
\ :ti
� A
ti
O
� g ,A,1 �/2: 1
C
FRONT
SI nPF I TNF
H I
�
,
EL. 35.04
H
�
,I - I
;
� 1' 0" MIN. EARTH BERM
i� � ORMAL TO CAP
�
C
1'-7" MIN. BERM
NORMAL TO CAP
EL. 35.04 C� E.BT�1
EL. 34.84 Ca� E.BT#2
� SLOPE 1 �/2 :1
�
. C
GEOTEXTILE
SECTION H—H
END BENT 1
GROUND LINE
�O Z
� H
�n �
v�
RIP RAP DETAILS
1'-7" MIN. BERM
NORMAL TO CAP
�
' EL. 35.04 C� E.BT#1
:� �----,
� � EL. 34.84 C� E.BT#2
� � -' SLOPE 1 �/� : 1
� '-' -
� � �
���I
2 0
1'-0" MIN. EARTH BERM ;
NORMAL TO CAP �
��
�
GEOTEXTILE
� SECTION
BERM RIP RAPPED
06-DEC-2016 14:30
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EL. 34.85
��
9;
I
O
1 �/2: 1
�
_ � I'
.
1' 0" MIN. EARTH BERM �
NORMAL TOI CAP �,
E� �
GROUND LINE
.
�o z
� H
M �
i�
C
�
w
'� EL.36.60
�
�
�
FRONT
SLOPE LINE ,
END BENT 2
��m�....,
�
C
�
�
�
SHOULDER LINE
HOULDER LINE
ESTIMATED QUANTITIES
BRIDGE Ca� RIP RAP GEOTEXTILE
STA.14+78.00 -L- CLASS II FOR DRAINAGE
(2'-0" THICK)
TONS SCIUARE YARDS
END BENT 1 60 65
END BENT 2 75 85
SECTION C—C
;ROUND LINE
o`'��.�H � � A1�0 ��'O
�����'�FSS/� `,y'4��.�
- � Q� ��'' ��=
' SEAL '
-
= 212 71 =
3 : � :
- ' :
.
:,�'��: F'�;G►nrE�� •;��,''..,'
,����c�R ���W�.�°°�,,•
DocuSigned by:
�� ��,
884E4688CE564B6...
12/12/2016
PROJECT No. 17BPo2�R�67
BEAUFORT CouNTY
STAT ION: 14 + 78000 - L-
STD� NOe RR1
+
�
N
i
N
M
�
a
�
0
a
0
�
�
a
W
J
U
0
�
0
M
�n
�
�n
�
m
m J
Q N
J
N I..�
O
�
o �
a o
o '-'
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,� o
, m
N"
~ N
��
� U
@ `°
.� @
m
� N
� �
v �
� �
v
lD
PROPOSED
ASPHALT
PAVEMENT
6"_
: �
,:�:1�[�1�
1'-3"
1' - 3"
BEGIN
APPROACH SLAB
#qq2
(BOTT. OF
SLAB)
#4A1
(TOP OF
SLAB)
12'-0" '
�
11-�4A1 C� 1'-0" CTS. '
(TOP OF SLAB) (2 BAR RUM �
�
11-'�4A2 Ca) 1'-0" CTS. �
tBOTTOM OF SLAB) (2 BAR RUN)�
1
�
�
�
�
�
�
1
1
3" '
�
9" '
�
�
�
�
�
�
�
�
�
�
FILL FACE (a� '
END BENT #1 Z�
�
�
�
�
�
�
�
�
�} N '
�
�
�
�
3"
-L-
90°-00'-00"
(TYP.)
#4A1 OR #4A1 OR
#4A2 #4A2
'�I
3"
N�
N�
' 12'-0"
�
' 11-#4A1 C� 1'-0" CTS.
� (TOP OF SLAB) (2 BAR RUN)
�
� 11-�4A2 C� 1'-0" CTS.
�(BOTTOM OF SLAB) (2 BAR RUN)
�
1
�
�
�
�
�
�
1
1
�
�
' 90°-00'-00"
; (TYP.)
�
�
�
�
�
�
,
�
�
�
� FILL FACE aC�
; �-- END BENT �2
r�—�
�
�
�
�
�
�
�
�
�
�
C:�:l�[�1�I1
1'-3"
1'-3"
3"
9„
END
APPROACH SLAB
#qA2
(BOTT. OF
SLAB)
�4A1
(TOP OF
SLAB)
�
m
m a
Q N
J
N L�
O
�
o �
� �
o '-
� ~
,_ o
. m
N ''"
H N
U �
� U
@ `°
..� @
m
t,f� N
tt �
v u
� �
v
�
�-} N �
PLAN C� END BENT #1 PLAN C� END BENT #2
DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS
� 5�/4"CONTINUOUS HIGH CHAIR UPPER
(CHCU) C� 3'-0" CTS. ACROSS SLAB
�4 A1 �5 B1 , z
BARS ; BARS N ,�
�
N
_ .N
#q A2
�6 62 �BARS
BARS t 2: 1 SLOPE
00 , , _
� • .
� � �
� � � APPROVED WIRE BAR "
� � � SUPPORTS Ca) 3'-0" CTS. �
ROADWAY ���� LIMITS OF REINFORCED BRIDGE
� � � APPROACH FILL (ROADWAY PAY -
� � � ITEM. SEE NOTES)
�
\ _ �
,,
t NORMAL TO END BENT
� GEOTEXTILE
� � �(TYP.)
SELECT MATERIAL
�78M STONE—
4" Q1 PERFORATED
SCHEDULE 40
PVC PIPE
SECTION THRU SLAB
� CORED
SLAB
tt � -1'/�..
�-1'/2" BACKER ROD
I
2 LAYERS OF 30 LB.
ROOFING FELT TO
PREVENT BOND
IMPERMEABLE GEOMEMBRANE
06-DEC-2016 14:30
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gdickey
NOTES
FOR REINFORCED BRIDGE APPROACH FILL INCLUDING GEOTEXTILE.IMPERMEABLE
GEOMEMBRANE. 4"Ql DRAINAGE PIPE, #78M STONE. AND SELECT MATERIAL. SEE
ROADWAY PLANS.
AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO
DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL
BE PAVED.SEE ROADWAY PLANS.
APPROACH SLAB GROOVING IS NOT REOUIRED.
� �
BRIDGE DECK O�P �OQ�
� �O �� �
G�P p'����
� ,(0 0
� �ZNE
F �0�
CAP FLOW LINE ONLY WITH
� EROSION RESISTANT MATERIAL
BACKFILL EXCAVATION HOLE
AND GRADE TO DRAIN
NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
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
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
MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB.
TEMPORARY DRAINAGE DETAIL
R�
CLASS "B"STONE
FOR EROSION CONTROL
TEMP.SLOPE DRAIN
2'-0"MIN.
EARTH S�
DITCH
BLOCK ; ;
� �
APPROACH � �
SLAB �
1'-0"
vIIN. FUTURE
_� SHOULDER
o z
ELBOW
TEMPORARY
SLOPE
DRAIN
�ELBOW
T OE OF F I L L�" ���"'��� "" -
CLASS "B"STONE
FOR EROSION CONTROL
//o�P,�N� N H� SECT ION R-R
�0 NLE� � � � 3"EROSION RESISTANT
� Z GRP�P P� S♦J ' 12" MIN. I MATERIAL OVER PIPE
, H �(0 R� N � EARTH DITCH BLOCK
N� FLOW LINE I �,
END OF � EROSION RESISTANT MATERIAL _ _ _ _ _ _ �
APPROACH
SLAB 1'-6" MIN.
NOTE: IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB.
THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE
DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE 4'-0"MIN.
EROSION RESISTANT MATERIAL SHALL BE EITHER 1)ASPHALT FILL SLOPE
PLANT MIX, TYPE 1 OR TYPE 2. MIN. 2" DEPTH, 2) EROSION CONTROL
MAT. OR 3) CONCRETE. AS DIRECTED BY THE ENGINEER.
THE SLOPE DRAIN SHALL CONSIST OF A NON-PERFORATED SECTION S-S
TEMPORARY DRAINAGE PIPE,12 INCHES IN DIAMETER.
PLAN VIEW
TEMPORARY BERM AND SLOPE DRAIN DETAILS
(TO BE USED WHEN SHOULDER BERM GUTTER IS REOUIRED)
3,_1i�2„
`'URB
SECTION N-N END OF CURB WITHOUT
SHOULDER BERM GUTTER
CURB DETAILS
SPLICE LENGTHS
BAR EPDXY UNCOATED
SIZE COATED
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DocuSigned by:
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884E46B8CE564B6...
12/12/2016
PROJECT No. 17BPo2�R�67
BEAUFORT CouNTY
STAT ION: 14 + 780000 - L-
STD. N0. BAS_33_90S
+
�
DESIGN DATAo
SPECIFICATIONS
LIVE LOAD
IMPACT ALLOWANCE
STRESS IN EXTREME FIBER OF
STRUCTURAL STEEL — AASHTO M270 GRADE 36 —
— AASHTO M270 GRADE 50W —
— AASHTO M270 GRADE 50
REINFORCING STEEL IN TENSION
GRADE 60 — —
CONCRETE IN COMPRESSION
CONCRETE IN SHEAR
STRUCTURAL TIMBER — TREATED OR
UNTREATED — EXTREME FIBER STRESS
COMPRESSION PERPENDICULAR TO GRAIN
OF TIMBER
EQUIVALENT FLUID PRESSURE OF EARTH
MATERIAL AND WORKMANSHIPo
A.A.S.H.T.O. (CURRENT)
SEE PLANS
SEE A.A.S.H.T.O.
20,000 LBS. PER SCI. IN.
27,000 LBS. PER SCI. IN.
27,000 LBS. PER SCI. IN.
24,000 LBS. PER SQ. IN.
1,200 LBS. PER SQ. IN.
SEE A.A.S.H.T.O.
1,800 LBS. PER S0. IN.
375 LBS. PER S�. IN.
30 LBS. PER CU. FT.
(MINIMUM)
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2012 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES"OF THE
N.C.DEPARTMENT OF TRANSPORTATION.
STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL
BE HOT ROLLED.
CONCRETEa
UNLESS OTHERWISE REQUIRED ON PLANS,CLASS A CONCRETE SHALL BE
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
ABUTMENT BACKWALLS,AND APPROACH SLABS;AND CLASS B CONCRETE SHALL
BE USED FOR SLOPE PROTECTION AND RIP RAP.
CONCRETE CHAMFERSo
UNLESS OTHERWISE NOTED ON THE PLANS,ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED 3/4"WITH THE FOLLOWING EXCEPTIONS:
TOP CORNERS OF CURBS MAY BE ROUNDED TO 1-1/2"RADIUS WHICH IS BUILT
INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS
SHALL BE ROUNDED WITH A 1/4"FINISHING TOOL UNLESS OTHERWISE REQUIRED
ON PLANS;AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES
AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A 1/4"RADIUS
WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE RE�UIRED ON PLANS.
DOWE�So
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS,SHALL
BE EMBEDDED AT LEAST 12"INTO THE OLD CONCRETE AND GROUTED INTO
PLACE WITH ls2 CEMENT MORTAR.
STANDARD NOTES
ALLOWANCE FOR DEAD LOAD DEFLECTION9 SETTLEMENT9
ETCoIN CASTING SUPERSTRUCTURESo
BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS.
SLABS,CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE.
ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD
DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED
ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE
GIRDER BRIDGES,ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS
FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING
UP TO THE SLAB,THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED
BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS,VERTICAL CURVE
ORDINATE,AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH
BOTTOM OF TOP FLANGES,DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED
TO COMPENSATE FOR DEAD LOAD DEFLECTION,VERTICAL CURVE ORDINATE,AND
ACTUAL BEAM CAMBER.
IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS,AN
ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS,SETTLEMENT OF FALSEWORK,
AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE
ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK,THE FINISHED STRUCTURES
SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND
CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.
DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
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
FALSEWORK OR FORMS IS STARTED.
REINFORCING STEELo
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT
TO OUT AS INDICATED ON PLANS.
WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS
LINES,THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL
BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.
STRUCTURAL STEELo
AT THE CONTRACTOR'S OPTION,HE MAY SUBSTITUTE 7/8"Q� SHEAR STUDS FOR THE
%4"QS STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
THE RATE OF 3- 7/8" QS STUDS FOR 4- 3/4" QS STUDS, AND STUD SPACING CHANGES
SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME E�UIVALENT NUMBER OF 7/8"� STUDS
ALONG THE BEAM AS SHOWN FOR 3/4" Q� STUDS BASED ON THE RAT IO OF 3- 7/8" Q�
STUDS FOR 4- 3/4"Qs STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-0".
EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
PLATE IS IN CONTACT WITH BEARING PLATE,THE CONTRACTOR MAY,AT HIS OPTION,
SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
ECIUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/16"IN THICKNESS AND
DO NOT EXCEED A WIDTH E�UAL TO THE FLANGE WIDTH LESS 2"OR A THICKNESS
ECIUAL TO 2 TIMES THE FLANGE THICKNESS. THE SIZE OF FILLET WELDS SHALL CONFORM
TO THE REClUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS "BRIDGE WELDING CODE".
ELECTROSLAG WELDING WILL NOT BE PERMITTED.
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1/16 INCH OR
E(]UIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING,GALVANIZING,
OR METALLIZING.
REV. 6-16-95 EEM c�) RGW REV. 5-7-03 RWW t✓) JTE REV. 10-1-11 MAA (✓) GM 10-NOv-2016 14:39
REV. 8-16-99 RWW (,/) LES REV. 5-1-06 TLA (✓) GM S:�OPG1�Division2�Cuivert_Repiacements�Site_803_60ft_�JESSIE_803_SMU_CU.dgn
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HANDRAILS AND POSTSo
METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
RAIL SHALL BE SET NORMAL TO THE GRADE OF TNE CURB,UNLESS OTHERWISE SHOWN
ON PLANS. THE METAL RAIL AND TOPS OF CONCRETE POSTS USED WITH THE ALUMINUM
RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB.
METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE.
FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE
REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL
BE OBTAINED.CASTINGS WITH DISCOLORATIONS OR OF NON—UNIFORM COLORING WILL
NOT BE ACCEPTED.CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
SPECIAL NOTESo
GENERALLY,IN CASE OF DISCREPANCY,THIS STANDARD SHEET OF NOTES SHALL
GOVERN OVER THE SPECIFICATIONS,BUT THE REMAINDER OF THE PLANS SHALL GOVERN
OVER NOTES HEREON,AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
SPECIFICATIONS ARTICLE 105-4.
STDo NOo SN