PROJECT TITLE: PROJECT NO.: DRAWING NO.:

SHEET NO.:

9/22/2026

SIGNATURE BLOCK: DRAWING TITLE:

S-02

TOWN(S):

WASHINGTON

OVER SHEPAUG RIVER

REHABILITATION OF BRIDGE NO. 00906 - U.S. ROUTE 202

PLOTTED DATE:

Design\Bridge\Contract_Plans\SB_CP_0150_0137_General Notes.dgn

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0150-0137

DESIGNER/DRAFTER: CHECKED BY:

GENERAL NOTES

TRANSPORTATION

DEPARTMENT OF

CONNECTICUT

CMK BWC

THE SINGLE SLOPE PARAPET MEETS THE TL-4 CRITERIA FOR MASH 2016.MASH TEST LEVEL:

SUBMITTED FOR APPROVAL, THE FIELD MEASUREMENTS SHALL ALSO BE SUBMITTED FOR REFERENCE BY THE REVIEWER.

SHALL ASSUME FULL RESPONSIBILITY FOR THEIR ACCURACY. WHEN SHOP DRAWINGS BASED ON FIELD MEASUREMENTS ARE

THE CONTRACTOR SHALL TAKE ALL FIELD MEASUREMENTS NECESSARY TO ASSURE PROPER FIT OF THE FINISHED WORK AND

ONLY. THEY HAVE BEEN TAKEN FROM THE ORIGINAL DESIGN AND REHABILITATION DRAWINGS AND ARE NOT GUARANTEED.

DIMENSIONS OF THE EXISTING STRUCTURE SHOWN ON THESE PLANS ARE FOR GENERAL REFERENCE EXISTING DIMENSIONS:

BE ASSUMED TO BE ZEROS.

WHEN DECIMAL DIMENSIONS ARE GIVEN TO LESS THAN THREE DECIMAL PLACES, THE OMITTED DIGITS SHALL DIMENSIONS:

REFER TO GROUP LOADS AS GIVEN IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.

THE VARIOUS GROUP LOADINGS NOTED ON THE SUBSTRUCTURE PLAN SHEETS FOUNDATION PRESSURES AND PILE LOADS:

CURB-TO-CURB CONCURRENTLY WITH THE FINAL LIFT OF FULL DEPTH RECONSTRUCTION AND RESURFACING.

ON 1" HMA S0.25 TRAFFIC LEVEL 2, ON MEMBRANE WATERPROOFING (COLD LIQUID ELASTOMERIC). PAVE 2" HMA S0.5

THE BITUMINOUS CONCRETE OVERLAY SHALL CONSIST OF 2" HMA S0.5 TRAFFIC LEVEL 2, BITUMINOUS CONCRETE OVERLAY:

STRUCTURE (SITE NO. 1)”. THE AMS-STD-595 COLOR NUMBER FOR THE TOP COAT SHALL BE 26329 (BLUE).

PROVISION, “METALLIZING STRUCTURAL STEEL (SITE NO. 1)" AND "ABRASIVE BLAST CLEANING AND FIELD METALLIZING OF

COATING SYSTEM FOR STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF THE SPECIAL COATING SYSTEM:

SEE STRUCTURAL STEEL NOTES FOR DESIGNATIONS AND REQUIREMENTS.STRUCTURAL STEEL:

NONE.FUTURE PAVING ALLOWANCE:

HL-93DESIGN VEHICLE LIVE LOAD:

(AASHTO M270, GRADE 50) = 50,000 PSI

STRUCTURAL STEEL:

fy = 60,000 PSI(ASTM A615, GRADE 60)REINFORCEMENT:

PROVISIONS.

OF "SECTION 6.01 CONCRETE FOR STRUCTURES", M.03 - PORTLAND CEMENT CONCRETE MEMBERS AND THE SPECIAL COMPRESSIVE STRENGTH OF THE CONCRETE IN THE CONSTRUCTED COMPONENTS SHALL CONFORM TO THE REQUIREMENTS THE SPECIFIED CONCRETE STRENGTH, f'c, USED IN DESIGN OF THE CONCRETE COMPONENTS IS NOTED ABOVE. THE MINIMUM

BASED ON f'c = 4000 PSIPCC04460 CONCRETE BASED ON f'c = 4000 PSIPCC04462 CONCRETE BASED ON f'c = 3000 PSIPCC03340 CONCRETE

CONCRETE:

MATERIAL DESIGN STRENGTHS:

CONNECTICUT DEPARTMENT OF TRANSPORTATION BRIDGE AND ROADWAY STRUCTURES DESIGN MANUAL (RELEASE 1.1).

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (10TH EDITION - 2024) AS SUPPLEMENTED BY THE DESIGN SPECIFICATIONS:

FACILITIES AND INCIDENTAL CONSTRUCTION, FORM 819(2024) WITH JULY 2025 SUPPLEMENTS AND SPECIAL PROVISIONS.

CONNECTICUT DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS, BRIDGES, SPECIFICATIONS:

GENERAL NOTES:

CONCRETE NOTES:

CONCRETE NOTES (CONT.):

PRIOR TO INSTALLATION.

SHEETING). THE FINAL LOCATION AND ATTACHMENT METHOD FOR THE SIGNS SHALL BE APPROVED BY THE ENGINEER BRIDGE SIGNS SHALL BE COVERED UNDER ITEM 1208937A SIGN FACE - SHEET ALUMINUM (TYPE XI RETROREFLECTIVE REFLECTIVE SHEETING. EACH SIGN SHALL READ: 00906. ALL COSTS ASSOCIATED WITH PROVIDING AND INSTALLING THE GAUGE ALUMINUM SHEET METAL. THE SIGNS SHALL BE 4" x 12" WITH 3" WHITE REFLECTIVE BLOCK LETTERS ON GREEN SIGNS AT THE LEADING END OF EACH BRIDGE PARAPET ON THE TRAFFIC SIDE. THE SIGNS SHALL BE FABRICATED WITH 40

THE CONTRACTOR SHALL PROVIDE AND INSTALL NEW BRIDGE IDENTIFICATION BRIDGE IDENTIFICATION PLACARDS:

SURFACES OF PIER CAP AND PEDESTALS

ALSO BE USED AT ALL EXPOSED SURFACES OF THE WINGWALLS. PENETRATING SEALER SHALL ALSO BE APPLIED TO ALL BRIDGE PARAPETS BEGINNING AT THE CURBLINE AND ENDING AT THE FASCIA DRIP NOTCH. PENETRATING SEALER SHALL

PENETRATING SEALER SHALL BE USED OVER THE ENTIRE LENGTH OF PENETRATING SEALER PROTECTIVE COMPOUND:

WITHOUT THE PRIOR APPROVAL OF THE ENGINEER.

CONSTRUCTION JOINTS, OTHER THAN THOSE SHOWN ON THE PLANS, WILL NOT BE PERMITTED CONSTRUCTION JOINTS:

PVC DRAINS TO BE SCHEDULE 40 PVC PIPE AND INCLUDED UNDER ITEM "BRIDGE DECK CONCRETE".PVC DRAINS:

STRUCTURAL STEEL NOTES:

METALLIZING, SEALER AND TOPCOAT APPLICATION.

VULCANIZATION. ELASTOMERIC BEARINGS PADS SHALL BE MASKED PROPERLY TO AVOID DAMAGE DURING THE BEARING PLATES FOR ELASTOMERIC BEARINGS SHALL BE METALLIZED SEALED AND TOP COATED AFTER SPELLING 13.

SURFACE SHALL COATED WITH ZINC-RICH PRIMER ONLY.

THE TOP OF THE TOP FLANGE OF THE GIRDER SHALL BE MASKED OFF FROM METALLIZING, SEALING AND TOPCOATS. THIS 12.

FASTENERS SHALL BE HIGH STRENGTH BOLTS CONFORMING TO THE REQUIREMENTS OF ASTM F3125 GRADE A325 TYPE 1.11.

(TENSION FLANGE).

SUBMISSION OF SHOP DRAWINGS, SHALL BE FILLET WELDED, PLUG WELDED OR TACK WELDED TO THE BOTTOM FLANGE NO ATTACHMENT, EXCEPT AS SHOWN ON THE PLANS OR WITH THE WRITTEN PERMISSION OF THE ENGINEER PRIOR TO THE 10.

PHASES OF CONSTRUCTION INCLUDING PLACEMENT OF THE CONCRETE DECK.

MAINTAIN THE GEOMETRY OF THE INDIVIDUAL BEAMS, AS WELL AS THE TOTAL STEEL STRUCTURE, THROUGHOUT ALL IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO PROVIDE ANY ADDITIONAL TEMPORARY BRACING REQUIRED TO 9.

THE TOTAL STRUCTURE IS IN BEING.

THE CONTRACTOR SHALL TAKE THE PROPER PRECAUTIONS TO ENSURE THE STABILITY OF ALL STRUCTURAL ELEMENTS UNTIL 8.

BRIDGE FABRICATOR INTERMEDIATE (IBR)

BELOW:

THE STRUCTURAL STEEL FABRICATORS SHALL BE CERTIFIED UNDER THE AISC CERTIFICATION PROGRAM CATEGORY NOTED 7.

BEARING STIFFENERS AND THE ENDS OF GIRDERS SHALL BE VERTICAL AFTER THE APPLICATION OF FULL DEAD LOADS.6.

AND ACCEPTED BEFORE PROCEEDING TO THE NEXT PASS OR LAYER, AS DETERMINED BY THE ENGINEER.

MULTIPLE PASS WELDS, INSPECTED BY THE MAGNETIC PARTICLE METHOD SHALL HAVE EACH PASS OR LAYER INSPECTED 5.

MAGNETIC PARTICLE METHOD.

ALL WEB TO BEARING STIFFENER AND BEARING STIFFENER TO FLANGE FILLET WELDS SHALL BE INSPECTED BY THE 4.

ENGINEER. THE COST OF THESE SPLICES, INCLUDING THE COST OF DESIGN, SHALL BE AT NO EXTRA EXPENSE TO THE STATE.

OF SHOP DRAWINGS. IF ALLOWED, THESE SPLICES SHALL BE DESIGNED BY THE CONTRACTOR AND APPROVED BY THE FIELD SPLICES WILL NOT BE ALLOWED EXCEPT WITH THE WRITTEN PERMISSION OF THE ENGINEER PRIOR TO THE SUBMISSION 3.

AND ANY ADDITIONAL REQUIREMENTS SPECIFICALLY INDICATED IN THE CONTRACT DOCUMENTS.

QUANTITY, AND TYPE OF NON-DESTRUCTIVE TESTING OF SHOP AND FIELD WELDS SHALL BE IN ACCORDANCE WITH D1.5 ANSI/AASHTO/AWS D1.5 - BRIDGE WELDING CODE, UNLESS OTHERWISE NOTED ON THE PLANS. THE FREQUENCY, WELDING, WELDING PROCEDURES, WELDING INSPECTION, AND TESTING METHODS SHALL MEET THE 2.

STRUCTURAL STEEL SHALL CONFORM TO ASTON M270, GRADE 50 T2.1.

UTILITY NOTES:

THE CONTRACTOR SHALL VERIFY THE AS-BUILT LOCATIONS OF UTILITY WORK PERFORMED.4.

WORK AT NO ADDITIONAL COST, TO THE SATISFACTION OF THE ENGINEER.

ITEMS TO REMAIN. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY ITEM DAMAGED DURING THE COURSE OF THE THE CONTRACTOR SHALL PROTECT, PRESERVE, INCORPORATE, AND, IF NECESSARY, SUPPORT ALL EXISTING UTILITIES AND 3.

SPECIFICATIONS, ARTICLE 1.05.06.

THE WORK, THE ENGINEER, AND UTILITY COMPANIES MUST BE NOTIFIED IN ACCORDANCE WITH STANDARD THE CONTRACTOR SHALL FIELD VERIFY AND LOCATE ALL OVERHEAD PUBLIC UTILITIES. PRIOR TO COMMENCEMENT OF 2.

UTILITY COMPANIES.

(ELECTRIC). THE CONTRACTOR SHALL COORDINATE ALL WORK RELATED TO UTILITY RELOCATION WITH THE RESPECTIVE (COMMUNICATION), FRONTIER COMMUNICATIONS OF CONNECTICUT (COMMUNICATION), AND EVERSOURCE ENERGY CHARTER COMMUNICATIONS OF WESTERN CONNECTICUT (CABLE TELEVISION), CROWN CASTLE FIBER, LLC THE FOLLOWING UTILITIES ARE LOCATED WITHIN THE PROJECT LIMITS AND SHALL BE PROTECTED DURING CONSTRUCTION: 1.

DEMOLITION AND ERECTION NOTES:

"REMOVAL OF SUPERSTRUCTURE". SEE SPECIAL PROVISION.

THE DEMOLITION AND REMOVAL OF THE EXISTING BRIDGE SUPERSTRUCTURE WILL BE PAID UNDER THE ITEM4.

THE ENGINEER.

THE CONTRACTOR MAY PROPOSE A DIFFERENT METHOD, AT NO ADDITIONAL COST TO THE STATE, SUBJECT TO REVIEW BY

3. FOR DEMOLITION AND ERECTION, THE CONTRACTOR MAY USE THE METHODS SHOWN SCHEMATICALLY ON THE PLANS.

ROADWAYS AND EXISTING UTILITIES EXCEPT AS SHOWN ON THE PLANS.

ALL DEMOLITION AND ERECTION WORK SHALL BE CARRIED OUT IN A MANNER SO AS NOT TO INTERFERE WITH 2.

SHALL REMOVE ALL MATERIALS FROM THE SITE AND LEGALLY DISPOSE OF THEM.

ALL MATERIALS RELATED TO THE DEMOLITION SHALL BECOME THE PROPERTY OF THE CONTRACTOR. THE CONTRACTOR 1.

THE FOLLOWING PAY ITEMS AND CONCRETE CLASSES ARE REQUIRED FOR CONCRETE BRIDGE COMPONENTS:

CONCRETE HAS REACHED A STRENGTH OF f’c = 4000 PSI.

3500 PSI. LIVE LOADS (TRAFFIC) WILL BE PERMITTED ON THE STRUCTURE AFTER THE CONTRACTOR'S TEST RESULTS SHOW THE ENGINEER BUT ONLY WHEN THE CONTRACTOR'S TEST RESULTS SHOW THE CONCRETE HAS REACHED A STRENGTH OF f’c = SUPERSTRUCTURE CONCRETE. CONSTRUCTION LOADS AND DEAD LOADS WILL BE PERMITTED WHEN DIRECTED BY THE

NO TEMPORARY INTERMEDIATE SUPPORTS SHALL BE USED DURING THE PLACING OF THE COMPOSITE CONSTRUCTION:

HAVE BEEN RATED FOR THE ADDITIONAL WEIGHT OF 5 POUNDS PER SQUARE FOOT FOR THESE STAY-IN-PLACE FORMS.

ARE NO LONGITUDINAL JOINTS. STAY-IN-PLACE FORMS SHALL NOT BE USED AT BRIDGE DECK OVERHANGS. THE STEEL BEAMS

THE USE OF STAY-IN-PLACE FORMS WILL ONLY BE PERMITTED AT INTERIOR DECK BAYS WHERE THERE STAY-IN-PLACE FORMS:

PCC04483SUBSTRUCTURE REPAIRS

CONCRETE

SURFACE REPAIR

PCC04462BRIDGE PARAPETPARAPET CONCRETE

PCC04462BRIDGE DECK (INTERIOR BAYS EXCEPT BAY 3)

FORMS)

BRIDGE DECK CONCRETE (SIP

PCC04462

BACKWALL

BRIDGE DECK (EXTERIOR BAYS AND BAY 3), LINK SLABS, ABUTMENT

BRIDGE DECK CONCRETE

PCC04460APPROACH SLAB APPROACH SLAB CONCRETE

PCC03340KEEPER BLOCKS

KEEPER BLOCKS

CONSTRUCT CONCRETE

PCC03340WINGWALL STEMS, PEDESTALSABUTMENT AND WALL CONCRETE

PCC03340WINGWALL EXTENSION FOOTINGSFOOTING CONCRETE

PCC CLASSBRIDGE COMPONENTSITEM

" PREFORMED EXPANSION JOINT FILLER FOR BRIDGES" AND "1" CLOSED CELL ELASTOMER".2

1"PAID FOR AS

THE COST OF FURNISHING AND INSTALLING PREFORMED EXPANSION JOINT FILLER IS PREFORMED EXPANSION JOINT FILLER:

“DEFORMED STEEL BARS-HDG”.

REQUIREMENTS. THE COST OF FURNISHING AND PLACING THIS REINFORCEMENT SHALL BE INCLUDED IN THE ITEM REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A767, CLASS I, INCLUDING SUPPLEMENTAL

ALL REINFORCEMENT SHALL BE GALVANIZED AFTER FABRICATION UNLESS NOTED OTHERWISE. ALL REINFORCEMENT:

ALL REINFORCEMENT SHALL HAVE 2 INCHES COVER UNLESS DIMENSIONED OTHERWISE.CONCRETE COVER:

EXPOSED EDGES OF CONCRETE SHALL BE BEVELED 1"x1" UNLESS DIMENSIONED OTHERWISE.EXPOSED EDGES:

SEE STANDARD SPECIFICATIONS.JOINT SEAL:

722 ±

ELEVATION (AT BRIDGE)

100-YR DESIGN SURFACE

7,000 ± CFS*DESIGN DISCHARGE

100-YR BASE FLOODDESIGN FREQUENCY

39.5 SQ. MILESDRAINAGE AREA

HYDRAULIC DATA

* 100-YEAR STORM DATA FROM FEMA

TABULATED PROOF LOAD:

DETAILS THE MINIMUM NUMBER OF DOWELS AT EACH LOCATION TO BE FIELD TESTED TO THE

PROCEDURES AND INSTALLED ADHESIVE BONDED DOWEL STRENGTH. THE FOLLOWING TABLE

THE DOWELS SHALL BE FIELD TESTED UNDER A PROOF TEST LOAD TO VERIFY THE INSTALLATION5.

AND BONDING DOWELS".

DOWELS, AND INSPECT AND TEST THE DOWELS SHALL BE PAID FOR UNDER THE ITEM "DRILLING HOLES THE WORK TO FURNISH THE DOWELS AND ADHESIVE BONDING MATERIAL, DRILL HOLES, INSTALL 4.

EXISTING REINFORCEMENT IS NOT PERMITTED.

MAINTAINING REQUIRED CONCRETE COVER. THE USE OF CORE DRILLING THROUGH THE

WHEN DRILLING HOLES, IF EXISTING REINFORCEMENT IS ENCOUNTERED, RELOCATE HOLE3.

IN ACCORDANCE WITH ASTM A767, CLASS 1, INCLUDING SUPPLEMENTAL REQUIREMENTS.

THE REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60, AND BE HOT DIP GALVANIZED2.

DOWELS WAS 3 KSI

THE COMPRESSIVE STRENGTH OF THE EXISTING CONCRETE IN THE DESIGN OF ADHESIVE BONDED1.

ADHESIVE BONDED DOWELS NOTES

16.73#5 DOWELS @ 18"WINGWALL STEM

10.88#4 DOWELS

PIER PEDESTALS

ABUTMENT AND

16.73#5 DOWELSKEEPER BLOCKS

10.83#4 DOWELS

(TOP)

WINGWALL STEM

LOAD (KIPS)

PROOF TEST

TO BE TESTED

MIN. NUMBER OF DOWELS

DOWEL DESCRIPTIONLOCATION

SIMPLE (SBR)

ADDENDUM NO. 2

COMPONENT OR DETAIL

NONE

NOTICE TO BRIDGE INSPECTORS

DRAWING NUMBER REFERENCE

DIRECTED BY THE MANAGER OF BRIDGE SAFETY AND EVALUATION.

GOVERNING MANUALS FOR BRIDGE INSPECTION, UNLESS OTHERWISE

INSPECTION OF THIS STRUCTURE SHALL BE IN ACCORDANCE WITH THE

ANY OTHER COMPONENT OF THE STRUCTURE.) THE FREQUENCY OF

ATTENTION SHALL NOT BE CONSTRUED TO REDUCE THE IMPORTANCE OF

COMPONENTS AND DETAILS. (THE LISTING OF COMPONENTS FOR SPECIFIC

ATTENTION MUST BE GIVEN TO INSPECTING THE FOLLOWING SPECIAL

INDICATED IN THE GOVERNING MANUALS FOR BRIDGE INSPECTION.

BE INSPECTED FOR, BUT NOT LIMITED TO, ALL APPROPRIATE COMPONENTS

THE DEPARTMENT'S BRIDGE SAFETY PROCEDURES REQUIRE THIS BRIDGE TO

TRANSPORTATION DIMENSIONS AND WEIGHT DATA

MEMBER SHIPPING LENGTH SHIPPING HEIGHT SHIPPING WIDTH SHIPPING WEIGHT

BEAM B31 74.12' 2'-5" "2

11'-2 19,300 LB

04.02.A2

100 Great Meadow Road

Suite 707

Wethersfield, CT 06109

DIA.

MAX. "2

3/8"

CMK BWC

PROJECT TITLE: PROJECT NO.: DRAWING NO.:

SHEET NO.:

9/30/2026

SIGNATURE BLOCK: DRAWING TITLE:

S-26

TOWN(S):

WASHINGTON

OVER SHEPAUG RIVER

REHABILITATION OF BRIDGE NO. 00906 - U.S. ROUTE 202

PLOTTED DATE:

C:\Users\BILODED\State of Connecticut\0150-0137 - Design\Bridge\Contract_Plans\SB_CP_0150_0137_Steel Repair.dgn FILE NAME: BILODED LASTED SAVED BY:

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0150-0137

DESIGNER/DRAFTER: CHECKED BY:

STEEL REPAIR DETAILS 1

TRANSPORTATION

DEPARTMENT OF

CONNECTICUT

5SECTION

N.T.S. -

SIZE) (TYP.)

BOLT (MATCH EXISTING

PROPOSED HIGH STRENGTH

DIAPHRAGM FILL EXISTING CONNECTION PLATE HOLES WITH BOLTS AND TIGHTEN.

CONNECTION PLATES NOT SHOWN. IF FULLY EXPOSED AFTER RECONNECTING

APPROXIMATE BASED ON AS-BUILT DRAWINGS. EXISTING BOLT HOLES IN

DIAMETER OF EXISTING BOLT HOLES (TYP.). BOLT HOLES SHOWN IN DIAPHRAGM ARE

BOLT HOLES IN DIAPHRAGM AS A TEMPLATE, NEW BOLT HOLES SHALL MATCH

FIELD DRILL NEW HOLES IN EXISTING CONNECTION PLATES USING EXISTING ERECTION

(TYP.)

(TYP.)

1"

8'-0"

(T Y

P

"x6" CONNECTION PLATE2

C 15x33.9 (LEVEL)

"2

E Q

E

Q

EXISTING CONNECTION PLATE (TYP.)

BEAM 1� BEAM 2�

DIAPHRAGM

PROPOSED�

� BEAM 1 � BEAM 2

(MATCH EXISTING SIZE) (TYP.)

PROPOSED HIGH STRENGTH BOLT

EXISTING BEARING STIFFENER

(TYP.)

(TYP.)

1"

" 3

8'-0"

STIFFENER

"x6" BEARING 2

C 15x33.9

(T Y

P

"212

APPROXIMATE BASED ON AS-BUILT DRAWINGS (TYP.)

LOCATIONS SHOWN IN BEARING STIFFENER ARE

DIAMETER OF EXISTING BOLT HOLES. BOLT HOLE

AS A TEMPLATE, NEW BOLT HOLES SHALL MATCH

EXISTING ERECTION BOLT HOLES IN BEARING STIFFENER

FIELD DRILL HOLES IN NEW DIAPHRAGM USING

7/8" Ø WELDED STUD SHEAR CONNECTOR @ 12" SPACING

DIAPHRAGM

PROPOSED�

8'-0"

DISCONNECT EXISTING BOLTS.

EXISTING BEARING STIFFENER (TYP.)

BEARINGS)�PROPOSED KEEPER BLOCKS (TYPICAL AT ALL

DIAPHRAGMS TO ALLOW FOR INSTALLATION OF

TEMPORARILY REMOVE EXISTING C 15x33.9 END

7/8" Ø WELDED STUD SHEAR CONNECTOR @ 12" SPACING

REMOVE EXISTING WELD TO

REMOVE DIAPHRAGM (TYP)

BEAM 4� BEAM 5�

R = 3/4" R = 3/32" OR 1/8"

ROLLED BEAM

BOTTOM FLANGE OF

10 1/2" TO 15 1/2"

COVER PLATE

3"

ROLLED BEAM

BOTTOM FLANGE OF

OF TIP

NARROW SIDE

(PEENED AREA)

1/32" TO 1/16"

45°

PEENING PROCESS

AS SHOWN DURING

ORIENT PEENING TOOL

COVER PLATE

END OF

LIMITS OF PEENING

FRONT ELEVATION SIDE ELEVATION

PEENING TOOL

SCALE: N.T.S.

OF BRIDGE NO. 00906

WELDS SHALL BE PEENED FOR SPANS 1-3

NOTE: BOTTOM FLANGE COVER PLATE

END WELD PEENING LIMITS

BOTTOM FLANGE COVER PLATE

N.T.S.

EXISTING BEAM

ZONE

FULL METALLIZING

CHANNEL

EXISTING DIAPHRAGM

ZONE

FULL METALLIZING

STEEL NOTE 10

SEE STRUCTURAL

� BEAM 4

� BEAM 5

DISCONNECT EXISTING BOLTS.

EXISTING BEARING STIFFENER (TYP.)

REMOVE EXISTING WELD TO

REMOVE DIAPHRAGM (TYP)

(LEVEL IN FINAL CONDITION)

EXISTING C 15 X 33.9

CHANNEL

EXISTING DIAPHRAGM

ZONE

FULL METALLIZING

STEEL NOTE 10

SEE STRUCTURAL

INTERMEDIATE DIAPHRAGM REPLACEMENT DETAIL

1"=1'-0"SCALE:

END DIAPHRAGM REPLACEMENT DETAIL

1"=1'-0"SCALE:

COLLECTION OF SURFACE PREPARATION DEBRIS (SITE NO. 1)."

CONTAINMENT SHALL BE PAID FOR UNDER "CLASS 1 CONTAINMENT AND

BLAST CLEANING AND FIELD METALLIZING OF STRUCTURE (SITE NO. 1)."

ALL CLEANING AND METALLIZING SHALL BE PAID FOR UNDER "ABRASIVE 1.

METALLIZING NOTES:

END DIAPHRAGM REMOVAL DETAIL

1"=1'-0"SCALE:

SCALE AS NOTED

TYPICAL SECTION FOR EXISTING DIAPHRAGMS

TYPICAL SECTION

SCALE: N.T.S

INTERMEDIATE DIAPHRAGM REMOVAL DETAIL

1"=1'-0"SCALE:

DIAPHRAGM

INTERMEDIATE

DIAPHRAGM

END

METALLIZING OF STRUCTURE (SITE NO. 1)"

NO. 0603310.01A, "ABRASIVE BLAST CLEANING AND FIELD

THE COST TO APPLY PRIMER SHALL BE PAID UNDER ITEM

10. TOP FLANGE SHALL BE COATED WITH ZINC RICH PRIMER.

METALLIZING.

SHEAR STUDS MUST BE INSTALLED PRIOR TO PLACEMENT OF10.

PAYMENT UNDER THE ITEM "STRUCTURAL STEEL".

APPLYING ZINC-RICH PRIMER SHALL BE INCLUDED FOR

THE COST OF FIELD DRILLING HOLES IN ANGLES AND 9.

"STRUCTURAL STEEL".

ALL STRUCTURAL STEEL SHALL BE PAID UNDER THE ITEM 8.

ROUGHENED BY WIRE HAND BRUSHING.

AFTER GALVANIZING, FAYING SURFACES SHALL BE

CONNECTIONS WITH CLASS 'C' SURFACE CONDITIONS.

BOLTED CONNECTIONS SHALL BE "SLIP CRITICAL" 7.

SHALL BE 15/16" DIA. (STANDARD) FOR 7/8" DIA. BOLTS.

BOLT HOLES IN CHANNELS AND CONNECTION PLATES 6.

ACCORDANCE WITH ASTM F2329 OR B695, CLASS 55.

NUTS AND WASHERS SHALL BE GALVANIZED IN 5.

SHALL BE PLACED UNDER ALL TURNED ELEMENTS.

REQUIREMENTS OF ASTM F436. HARDENED WASHERS

THE HARDENED WASHERS SHALL CONFORM TO THE 4.

ASTM A563, GRADE DH

THE NUTS SHALL CONFORM TO THE REQUIREMENTS OF 3.

ACCORDANCE WITH ASTM B695, CLASS 55.

F2329, CLASS 55 OR BE MECHANICALLY GALVANIZED IN

BE HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM

REQUIREMENTS OF ASTM F3125 GRADE A325, TYPE 1, AND

HIGH STRENGTH BOLTS SHALL CONFORM TO THE 2.

STRUCTURAL STEEL NOTES

SEE GENERAL NOTES ON DRAWING NO. S-2 FOR 1.

STRUCTURAL STEEL NOTES

EXISTING PITCH

DIAPHRAGM TO MAINTAININSTALL SECOND (LOWER) BOLT AFTER DECK IS POURED

INSTALL TOP BOLT ONLY PRIOR TO DECK PLACEMENT. 1.

DIAPHRAGM REPLACEMENT NOTE

AND EXISTING BOLT HOLES.

REINSTALL DIAPHRAGMS USING MATCHING HARDWARE 2.

BETWEEN STAGES.

DIAPHRAGMS ARE TO BE TEMPORARILY REMOVED 1.

DIAPHRAGM REMOVAL NOTES

ADDENDUM NO. 2

04.26.A2