20191084 Ver 1_17BP.5.R.88_Warren_135_Final_STR_20190814

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BENCHMARK TBM-4o BENCHTIE NAIL IN 18" OAK N 0 T E S-.
TREE, 161 RIGHT OF -BL- STA. 15+33.00, EL. 219.02 // ��
1. ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING°
2. DESIGN FILL IS 1.0 FEET.
WOODS // ���� / 3. THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM THE BEST INFORMATION AVAILABLE. SINCE 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
0 / �P / BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SHOWN ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
N
Q + / 4e THE SURVEYOR SHALL CHECK THE LENGTH OF CULVERT BEFORE STAKING IT OUT TO MAKE CERTAIN THAT IT WILL PROPERLY TAKE CARE OF THE FILL.
Z WOODS
C / 5. THE EXISTING STRUCTURE CONSISTING OF 1 SPAN Cad 20'-8" WITH A TIMBER DECK ON STEEL I -BEAMS AND A CLEAR ROADWAY OF 17'-2" ON TIMBER CAPS ON RUBBLE
MASONRY ABUTMENTS AND LOCATED AT THE POSTED SITE SHALL BE REMOVED.
6. REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO ALLOW DEBRIS TO FALL INTO THE WATER. THE CONTRACTOR SHALL REMOVE THE EX STING
Z PROPOSED GUARDRAIL / - BRIDGE AND SUBMIT PLANS FOR DEMOLITION IN ACCORDANCE WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS.
(ROADWAY PAY ITEM AND
DETAIL) (TYP. AS SHOWN) /
/ 7e THE BOTTOM OF FOOTING ELEVATIONS MAY BE LOWERED IN ORDER TO SATISFY BEARING CAPACITY AND MINIMUM EMBEDMENT REQUIREMENTS.
RIP RAP CLASS II
j STA.12+35.00 L 8. FOR PRECAST REINFORCED CONCRETE THREE SIDED CULVERT, SEE SPECIAL PROVISIONS.
(ROADWAY ITEM) T(YPa)
9. THE PRECAST CULVERT SECTIONS AND WINGS SHALL BE DESIGNED TO HANDLE FULL DEPTH HYDROSTATIC PRESSURE IF WEEP HOLES ARE NOT UTILIZED. IF PROVIDED,
WEEP HOLES SHALL BE LOCATED A MINIMUM HEIGHT OF 6 INCHES ABOVE THE NORMAL FLOW LINE AND HAVE A MAXIMUM SPACING OF 10 FEET.
EXISTING
BRIDGE 10. INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL CONTAINS LEAD, THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE 107-1 OF THE
PROPOSED 42'X10' - STANDARD SPECIFICATIONS. ANY COSTS RESULTING FROM COMPLIANCE WITH APPLICABLE STATE OR FEDERAL REGULATIONS PERTAINING TO HANDLING OF MATERIALS
PRECAST THREE -SIDED / CONTAINING LEAD BASED PAINT SHALL BE INCLUDED IN THE BID PRICE FOR 'REMOVAL OF EXISTING STRUCTURE AT STATION 12+35.00 -L-."
Fti CULVERT
o / 11. FOR OTHER DESIGN DATA AND NOTES, SEE STANDARD NOTES SHEET.
0
r / 12. FOR EROSION CONTROL MEASURES,SEE EROSION CONTROL PLANS.
25
13. FOR CRANE SAFETY,SEE SPECIAL PROVISIONS
/ 14. FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
15. FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS°
Q) 16. FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
VVOODS ,� �P� 17. FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES, SEE SPECIAL PROVISIONS.
WOODS
18. NO EQUIPMENT OR COMPONENTS WILL BE PLACED/STAGED IN FISHING CREEK.
19. THE BRIDGE WILL BE REMOVED FROM THE TOP DOWN, FIRST REMOVING THE ASPHALT WITH CONTAINMENT MEASURES IN PLACE TO PREVENT COMPONENTS OF THE BRIDGE
FOR UTILITY INFORMATION, SEE UTILITY DECK FROM DROPPING INTO THE STREAM. THE METHOD OF CONTAINMENT WILL BE PROPOSED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. THIS WILL BE
i PLANS AND SPECIAL PROVISIONS• FOLLOWED BY REMOVAL OF THE RAIL, DECKING, GIRDERS, ETC. THE CONTRACTOR WILL THEN COMPLETELY ISOLATE THE MASONRY ABUTMENTS USING AN IMPERVIOUS DIKE
LOCATION SKETCH IN THE STREAM TO ALLOW FOR COMPLETE REMOVAL OF THE ABUTMENTS. THE CONTRACTOR WILL INSTALL ADDITIONAL IMPERVIOUS DIKES IN THE STREAM AS
NECESSARY TO ALLOW FOR CONSTRUCTION IN THE DRY OF THE CULVERT FOOTINGS AND FOR INSTALLATION OF THE CLASS II RIP RAP BANK STABILIZATION. ALL
WORK IN THE STREAM AND ALONG THE STREAM BANKS MUST BE CONDUCTED IN THE DRY.
ROADWAY DATA
GRADE POINT ELEV. Cad STATION 12+35.00 -L- = 216.01
TOP OF FOOTING ELEV. Cad STATION 12+35.00 -L- = 204.00
ROADWAY SLOPES 2-1
HYDRAULIC DATA
DESIGN DISCHARGE
2600 CFS
FREQUENCY OF DESIGN FLOOD
2 YR.
DESIGN HIGHWATER ELEV.
220.6 FT.
DRAINAGE AREA
75.8 SO. MI.
BASE DISCHARGE (0100)
11147 CFS
BASE HIGHWATER ELEV.
229.3 FT.
OVERTOPPING FLOOD
DATA
OVERTOPPING DISCHARGE
824 CFS
FREQUENCY OF OVERTOPPING FLOOD
<2 YR.
OVERTOPPING FLOOD ELEV.
216.1 FT.
* OVERTOPS AT STA. 12+00
-L-
DRAWN BY.
E, PHELPS
DATE .
4/18
CHECKED BY-
D. RUGGLES
DATE .
4/18
DESIGN ENGINEER
OF RECORD. D. RUGGLES
DATE .
4/18
4c
PROFILE ALONG CL OF CULVERT
FOUNDATION NOTES-.
1. CARRY IN FOOTINGS FOR THE 3 SIDED CULVERT AT STATION 12+35.00 -L- AT LEAST 12"INTO ROCK WITH A MINIMUM THICKNESS AS SHOWN IN THE PLANS.
TOTAL STRUCTURE
QUANTITIES
REMOVAL OF EXISTING STRUCTURE LUMP SUM
2 STA. 12+35.00 -L-
ASBESTOS ASSESSMENT
LUMP SUM
CLASS A CONCRETE
61 CU, YDS.
REINFORCING STEEL
7487 LBS.
42'X10' PRECAST REINFORCED
CONCRETE THREE -SIDED
LUMP SUM
CULVERT @ STA. 12+35.00 -L-
* INCLUDES CULVERT FOOTINGS AND GUARDRAIL FOOTINGS
PROJECT NO. 17BPo5.Ro88
�,,•��,� cARoff%,, WARREN COUNTY
1''F 0 S /0 /�9 �''.
SEAL _ STATION-
11725
o'`�NGINE`c�,• SHEET 1 OF 4
STATE OF NORTH CAROLINA
SIGNATURE EXCLUDES DEPARTMENT OF TRANSPORTATION
GUARDRAIL FUNCTION RALEIGH
IF IMPACTED
PRECAST
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL REINFORCED CONCRETE
SIGNATURES COMPLETED
Firm License No. C-1051 THREE -SIDED CULVERT
223 S. West St. 7 5 SKEW
Suite 1100
Raleigh, NC 27603
T 919.380.8750
www.stewartinc.com
NO. BY-.
STEWART
REVISIONS
DATE-. NO. BY.
DATE°
SHEET NO.
C-1
TOTAL
SHEETS
5

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UAS I-1N-HLAUE
WING FOOTING
(TYPo)
MnAMAIAV CTI I CI nF)C
CULVERT SECTION NORMAL TO ROADWAY (ALONG SKEW)
a o
PLAN OF PRECAST THREE -SIDED CULVERT
FOR SECTION A—A,SEE SHEET C-3o
CAST —IN —PLACE
WING FOOTING
(TYPo)
FNn FI P-\/OTTnN
PRECAST OR
CAST —IN —PLACE
WING (TYPo)
9
':KF 11 TPTON(; F
PROJECT NO. 17BP.5.R.88
WARREN COUNTY
STAT ON. 12+35.00 -L-
SHEET 2 OF 4

m
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SECTION A —A
52'-0"
PLAN OF CONCRETE ARCH
PRECAS
CAST-IN-P
WING
CAST -IN -PLACE
FOOTING
3„
PRECAST OR CAST -IN -PLACE
WINGWALL OR THREE -SIDED
CULVERT UNIT
DETAIL "C" SEE DETAIL "C" -I F3 [-NON-SCOURABLE ROCK
CAST -IN -PLACE
WINGWALL
FOOTING
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SEE FOOTING oOoo��000O000Ooo��oo�`
DETAIL oo� 000� oac� o0c] =ac---� oDo
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PRE,
CULVERT I
SECTION THRU WINGWALL
CONTRACTOR SUBMITTAL OF WORKING
DRAWINGS FOR PRECAST CULVERT
SHAI I TN( -:I IINF WTN(.WAI I S_
DETAIL "C"
tt n n 1 F� n 1 7, n r`
3,-6„
FOOTING DETAIL
*ADJUST BOTTOM OF FOOTING
ELEVATION AS REQUIRED TO PROVIDE
l'-O" MINIMUM KEY INTO ROCK.
KEYED FOOTING DETAIL
SIDES OF ALL FOOTINGS SHALL BE IN
CONTACT WITH NON-SCOURABLE ROCK
FOR MINIMUM DIMENSION SHOWN
JG
*6C1 TOP & BOTTOM
R RUNS)
(2'-9" MIN LAP)
(4) - #6C2 TOP & BOTTOM
IN WINGWALL FOOTINGS
(FIELD CUT AS REQUIRED)
CAR ��
o,
SEAL 9�•'
11725
09 G I NE
SIGNATURE EXCLUDES
GUARDRAIL FUNCTION
IF IMPACTED
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
WARREN
STAT IONo
SHEET 3 OF 4
17BPo5.Ro88
COUNTY
12+35.00 —L—

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F'SNlNc =R
Et
PLAN
vl
55'-0"
H CULVERT
CENTER OF ARCH CULVERT
SEE ROADWAY PLANS. GUARDRAIL
ST LOCATIONS TO BE VERIFIED
BY THE ENGINEER°
3" CLR.
(TYPo)
FOR
BILL OF MATERIAL
ONE FOOTING (2 REQU
BAR
NO.
SIZE
TYPE
LENGTH
WEIGHT
Al
220
#4
STR
3'-6"
514
B1
48
#4
STR
19'-7"
628
REINFORCING
STEEL
LBS.
1142
CLASS
A CONCRETE
CU.YDS.
6.8
8 — #4 B1
2 6"CTSo
= 3'-6„
3" B.B.U. (TYPo)
in
SECTION B-B
3„
(TYPo)
0
0
#4 Al 2 6"CTSo
NOTE- LAYOUT REINFORCING STEEL SHOULD BE
CONDUCTED TO AVOID CONFLICT WITH ANCHOR
BOLT LAYOUT FOR GUARDRAIL ATTACHMENT.
AWN
O0
0
0 0
0 0
0 0
0 0
0 0
0 O
0 0
N
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0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0 i
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110 — #4 Al (�b 6" CTSo = 54'-6"
FOOTING PLAN
NOTE. MINIMUM LAP FOR B1 BARS IS 2'-0"
B�
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_ -II
_u
u——— — — — — —-
7"
oz
m cn =
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#
Q0 Q
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FOR GUARDRAIL
ANCHORAGE,SEE
RDWY STD.862.03,
3" SHEET 7 OF 7.
(TYP) F
-
NOTES
EACH POST SHALL BE PROVIDED WITH A 1/2" X 1'-3" THREADED STEEL ROD
WITH GALVANIZED NUTS AND WASHERS.
INSTALL RODS ON POSTS BEFORE CONCRETE IS CAST. POSTS SHALL BE
PLACED IN FINAL POSITION BEFORE CONCRETE IS CAST.
PAYMENT FOR GUARDRAIL, POSTS, AND THREADED STEEL ROD WITH
GALVANIZED NUTS AND WASHERS IS INCLUDED IN ROADWAY PAY ITEMS.
SLAB REINFORCING STEEL MAY BE SHIFTED AS NECESSARY TO CLEAR
GUARDRAIL POSTS.CARE SHOULD BE TAKEN TO KEEP THE SHIFTING OF
REINFORCING STEEL TO A MINIMUM.
TOP OF GUARDRAIL FOOTING TO MATCH PAVEMENT RIDING SURFACE.
INSTALL JOINT SEALER BETWEEN SLAB AND PAVEMENT. NO ADDITIONAL
PAYMENT WILL BE MADE FOR JOINT SEALER; THE COST OF THIS WORK
TO BE DISTRIBUTED AMONG THE VARIOUS PAY ITEMS.
----------
� POST AND GUARDRAI[
ANCHOR ASSEMBLY
i
7"
SECTION C-C
.CAR �
s/o�
o�
°QoF�s�
SEAL
11725
09 G
R•RUGG�`�`��
SIGNATURE EXCLUDES
GUARDRAIL FUNCTION
IF IMPACTED
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
-r
—1
2" 2"
1 i� INEUE; )5AKY
;IMUM OF 1/4" )
SECTION D-D
PROJECT NO.
WARREN
STAT IONo
SHEET 4 OF 4
17BPo5.Ro88
COUNTY
12+350OO —L—

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DESIGN DATA-
SPECIFICATIONS — — — — — — — — — — — — — — — — — A.A.S.H°T.O. (CURRENT)
LIVE LOAD — — — — — — — — — — — — — — — — — — — — SEE PLANS
IMPACT ALLOWANCE
— — — — —
— — — — — — — — — —
— SEE A°A°S°H.T.O.
STRESS IN EXTREME
FIBER OF
STRUCTURAL STEEL
— AASHTO
M270 GRADE 36 —
— 20,000 LBS. PER SO. IN°
— AASHTO
M270 GRADE 50W —
— 27,000 LBS. PER SO. IN.
— AASHTO
M270 GRADE 50 —
— 27,000 LBS. PER SO. IN.
REINFORCING STEEL
IN TENSION — GRADE 60 — —
— 24,000 LBS. PER SO. IN.
CONCRETE IN COMPRESSION —
— — — — — — — — — —
— 1,200 LBS. PER SQ. INo
CONCRETE IN SHEAR
— — — — —
— — — — — — — — — —
— SEE A.A.S.H.T.O.
STRUCTURAL TIMBER
— TREATED
OR UNTREATED
EXTREME
FIBER STRESS — —
— 1,800 LBS. PER SO.IN.
COMPRESSION PERPENDICULAR TO GRAIN
OF TIMBER — — — — — 375 LBS. PER SO. IN.
EQUIVALENT FLUID PRESSURE OF EARTH — — — — — 30 LBS. PER CUo FT.
(MINIMUM)
MATERIAL AND WORKMANSHIP -
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2018 "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.
CONCRETE -
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 CHAMFERS -
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 11/2"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 REQUIRED ON PLANS.
DOWELS -
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS,SHALL
BE EMBEDDED AT LEAST 12"INTO THE OLD CONCRETE AND GROUTED INTO
PLACE WITH 1-2 CEMENT MORTAR.
STANDARD NOTES
ALLOWANCE FOR DEAD LOAD DEFLECTIONS SETTLEMENTS
ETC. IN CASTING SUPERSTRUCTURES -
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 STEEL -
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 STEEL -
AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7/8" 0 SHEAR STUDS FOR THE
%q"O STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
THE RATE OF 3 — 7/8" 0 STUDS FOR 4 — 3/q" 0 STUDS, AND STUD SPACING CHANGES
SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8"0 STUDS
ALONG THE BEAM AS SHOWN FOR 3/q" O STUDS BASED ON THE RATIO OF 3 — 7/8" 0
STUDS FOR 4 — %q"O 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
EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/6"IN THICKNESS AND
DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2"OR A THICKNESS
EQUAL TO 2 TIMES THE FLANGE THICKNESS° THE SIZE OF FILLET WELDS SHALL CONFORM
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS "BRIDGE WELDING CODE".
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 11/16INCH OR
EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,
OR METALLIZING°
HANDRAILS AND POSTS -
METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN
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 NOTES -
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.
PROJECT NO.
WARREN
STAT ION -
17BPo5.Ro88
COUNTY
12+35.00 —L—
REV. 6-16-95 EEM (,i) R G W REV. 5-7-03 RWW (,/) J T E REV. 10-1-11 MAA (,/) GM
REV. 8-16-99 RWW Q) L E S REV. 5-1-06 TLA W) GM REV. 12-17 MAA P) T H C
STD. NO. SN