601.2-1
STANDARD DRAWINGS AND SUPPLEMENTAL SPECIFICATIONS^^

REFER TO THE FOLLOWING STANDARD BRIDGE DRAWING(S):

__________ DATED (REVISED) __________
__________ DATED (REVISED) __________
__________ DATED (REVISED) __________

AND TO THE FOLLOWING SUPPLEMENTAL
SPECIFICATION(S):

__________ DATED __________
__________ DATED __________
__________ DATED __________~~

Designer Note:
~~


601.3-1
DESIGN SPECIFICATIONS^^

THIS STRUCTURE CONFORMS TO THE "LRFD BRIDGE DESIGN
SPECIFICATIONS" ADOPTED BY THE AMERICAN
ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS, ____*, INCLUDING THE ____ (IF ANY)*
INTERIM SPECIFICATIONS AND THE ODOT BRIDGE DESIGN
MANUAL, 2007.~~

Designer Note:
* Designer should fill-in current edition and latest interims.

The use of note 601.3-1 stipulates the use of live load distribution and designs based on
AASHTO specifications, assumptions and standard beam theory design. For the vast majority
of ODOT bridges this criterion is not only adequate but also advantageously conservative.
There are structure types which, due to either AASHTO’s own limitations or the type of
structure, require specific live load distribution factors or other analysis methods other
than classical beam theory to analyze the structure. Some examples may include a highly
skewed slab bridge, a curved steel girder bridge, cable stayed bridges, etc. If the
structure’s analysis required the use of 2D or 3D models including grillage, finite
element, finite strip, classical plate solutions the following note should be added.~~


601.3-2
SPECIAL DESIGN SPECIFICATIONS^^

THIS BRIDGE REQUIRED THE USE OF A _#_ (# TWO OR
THREE) DIMENSIONAL MODEL USING THE __##__ (##
GRILLAGE, FINITE ELEMENT, FINITE STRIP, CLASSICAL
PLATE THEORY, ETC.) DESIGN METHOD TO ANALYZE THE
STRUCTURE. THE COMPUTER PROGRAM USED FOR
STRUCTURAL ANALYSIS WAS ________. THE BRIDGE
COMPONENTS DESIGNED BY THIS METHOD AND THE LIVE
LOAD DISTRIBUTION FACTORS USED WERE:

DEAD LOAD DISTRIBUTION: (THE DESIGNER IS TO
EXPLAIN THE ASSUMPTIONS USED IN HOW THE DEAD LOAD
WAS APPLIED AND DISTRIBUTED)

LIVE LOAD DISTRIBUTION FACTORS:

EXTERIOR MEMBERS - ____ FOR WHEEL (OR AXLE) LOAD
                        & ____ FOR LANE LOAD MOMENTS.
                 - ____ FOR WHEEL (OR AXLE) LOAD
                        & ____ FOR LANE LOAD SHEARS

INTERIOR MEMBERS - ____ FOR WHEEL (OR AXLE) LOAD
                        & ____ FOR LANE LOAD MOMENTS.
                 - ____ FOR WHEEL (OR AXLE) LOAD
                        & ____ FOR LANE LOAD SHEARS~~

Designer Note:
Modify the wording of the note as necessary. Also amend the Design Specifications note
601.3-1 with the wording "excepted as noted elsewhere in the plans".~~


602.1-1
REDUNDANCY^^

THE FOLLOWING ITEM(S) WERE CONSIDERED
NON-REDUNDANT FOR DESIGN AND INCLUDE A LOAD
MODIFIER EQUAL TO 1.05 IN ACCORDANCE WITH THE
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, ARTICLE
1.3.4:~~

Designer Note:
Include a list of all items considered non-redundant for design in accordance with BDM
Section S1.3.4.~~


602.1-2
REDUNDANCY^^

THE PILES SUPPORTING THE FOLLOWING SUBSTRUCTURE(S)
WERE CONSIDERED NON-REDUNDANT FOR DESIGN AND
INCLUDE A MODIFIED RESISTANCE FACTOR EQUAL TO (1)
IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS, ARTICLE 10.5.5.2.3:~~

Designer Note:
Include a list of all substructures with pile foundations or drilled shafts considered
non-redundant for design in accordance with AASHTO LRFD 10.5.5.2.3 & 10.5.5.2.4.

(1) Provide the modified resistance factor value. This should be equal to 80% of the
resistance factor used for design on redundant pile foundations.~~


602.1-3
REDUNDANCY^^

THE DRILLED SHAFTS SUPPORTING THE FOLLOWING
SUBSTRUCTURE(S) WERE CONSIDERED NON-REDUNDANT FOR
DESIGN AND INCLUDE A MODIFIED RESISTANCE FACTOR
EQUAL TO (1) IN ACCORDANCE WITH THE AASHTO LRFD
BRIDGE DESIGN SPECIFICATIONS, ARTICLE 10.5.5.2.4:~~

Designer Note:
Include a list of all substructures with pile foundations or drilled shafts considered
non-redundant for design in accordance with AASHTO LRFD 10.5.5.2.3 & 10.5.5.2.4.

(1) Provide the modified resistance factor value. This should be equal to 80% of the
resistance factor used for design on redundant pile foundations.~~


602.1-4
OPERATIONAL IMPORTANCE^^

A LOAD MODIFIER OF ____ HAS BEEN ASSUMED FOR THE
DESIGN OF THIS STRUCTURE IN ACCORDANCE WITH THE
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, ARTICLE
1.3.5 AND THE ODOT BRIDGE DESIGN MANUAL, 2007.~~

Designer Note:
Refer to BDM Section S1.3.5 for guidance.~~


602.2-1
DESIGN LOADING^^

DESIGN LOADING: HL-93

FUTURE WEARING SURFACE (FWS) OF 0.060 KIPS/SQ.FT.~~

Designer Note:
For bridges designed for highway loads.~~


602.2-2
DESIGN LOADING^^

DESIGN LOADING: 0.090 KIPS/SQ.FT.~~

Designer Note:
For bikeway/pedestrian bridges that will not accommodate vehicular traffic.~~


602.2-3
DESIGN LOADING^^

DESIGN LOADING: 0.090 KIPS/SQ.FT. AND H15-44 VEHICLE~~

Designer Note:
for bikeway/pedestrian bridges subject to vehicular traffic.~~


602.3-1
DESIGN DATA^^

CONCRETE CLASS _(1)_
    -COMPRESSIVE STRENGTH 4.5 KSI (SUPERSTRUCTURE)

CONCRETE CLASS _(2)_
    -COMPRESSIVE STRENGTH 4.0 KSI (SUBSTRUCTURE)

CONCRETE CLASS QC5
    -COMPRESSIVE STRENGTH 4.5 KSI (DRILLED SHAFT)

REINFORCING STEEL
    -MINIMUM YIELD STRENGTH 60 KSI

STRUCTURAL STEEL - ASTM A709 GRADE _(3)_
    -YIELD STRENGTH _(3)_ KSI

STEEL H-PILES - ASTM A572 - YIELD STRENGTH 50 KSI~~

Designer Note:
Modify note [602.3-1] as necessary. Delete references that are not applicable to project.

(1)      Class QC2 Concrete for superstructure

(2)      Class QC1 Concrete for substructure

(3)      Grade 50 - yield strength 50 ksi, or
         Grade 50W - yield strength 50 ksi, or
         Grade HPS70W - yield strength 70 ksi, or
         Grade 36 - yield strength 36 ksi

         If more than one grade of steel is selected, the description shall clearly indicate
         where the different grades are used in the structure.~~


602.3-2
DESIGN DATA^^

CONCRETE FOR PRESTRESSED BEAMS:
COMPRESSIVE STRENGTH (FINAL) - _(1)_ KSI
COMPRESSIVE STRENGTH (RELEASE) - _(2)_ KSI

WELDED WIRE FABRIC:
YIELD STRENGTH - 70 KSI (4)

PRESTRESSING STRAND:
AREA = _(3)_ SQ.IN.
ULTIMATE STRENGTH = 270 KSI
INITIAL STRESS = 202.5 KSI
                   (LOW RELAXATION STRANDS)~~

Designer Note:
(1) Specify 28-day compressive strength from the following range: 5.5 – 7.0 KSI
(2) Specify compressive strength at release from the following range: 4.0 – 5.0 KSI
(3) Specify prestressing strand area from the following: 0.153 Sq.In., 0.167 Sq.In., or
         0.217 Sq.In.
(4) Reference to Welded Wire Fabric applies to I-beams only.~~


602.4-1
DESIGN SPECIFICATIONS^^

THIS STRUCTURE CONFORMS TO THE REQUIREMENTS OF THE
"MANUAL FOR RAILWAY ENGINEERING" BY THE AMERICAN
RAILWAY ENGINEERING AND MAINTENANCE-OF-WAY
ASSOCIATION, ____* EDITION.

CONSTRUCTION AND MATERIAL SPECIFICATIONS: STATE OF
OHIO, DEPARTMENT OF TRANSPORTATION, DATED JANUARY
1, ____*.~~

Designer Note:
for structures carrying railroad traffic. Note [601.3-2] may be required if special
criteria or distributions have been used for the design of this rail structure. See
[601.3-2] and determine if a modified note is required for inclusion. Fill-in items above
marked “*” with current edition and latest interims. Provide the following note, modified
as necessary to meet AREMA and/or a specific railroad criterion, with all railroad
structures.~~


602.4-2
DESIGN DATA^^

DESIGN LOADING: COOPER E-80 WITH DIESEL IMPACT~~

Designer Note:
Provide the following note, modified as necessary to meet AREMA and/or a specific railroad
criterion, with all railroad structures.~~


602.5-1
DECK PROTECTION METHOD^^

EPOXY COATED REINFORCING STEEL

2.5" CONCRETE COVER

SUPERPLASTICIZED DENSE, MICRO-SILICA, EPOXY, OR
LATEX MODIFIED CONCRETE OVERLAY

WATERPROOFING AND ASPHALT CONCRETE OVERLAY

STEEL DRIP STRIP

OTHER (SPECIFY)~~

Designer Note:
If any of the following deck protection methods have been specified in the plans, include
this note, modified as necessary for the specific structure.~~


602.6-1
MONOLITHIC WEARING SURFACE^^

MONOLITHIC WEARING SURFACE IS ASSUMED, FOR DESIGN
PURPOSES, TO BE 1 INCH THICK.~~

Designer Note:
Furnish this note for concrete bridge decks.~~


602.7-1
ITEM 512 SEALING OF CONCRETE SURFACES, AS PER
PLAN, (PERMANENT GRAFFITI PROTECTION)^^

APPLY A PERMANENT GRAFFITI COATING QUALIFIED
ACCORDING TO SUPPLEMENT 1083 THAT IS COMPATIBLE
WITH THE CONCRETE SEALER OVER WHICH IT IS APPLIED.
APPLY THE GRAFFITI COATING IN ACCORDANCE WITH THE
MANUFACTURER'S PRINTED INSTRUCTIONS.~~

Designer Note:
Use this note when permanent anti-graffiti coatings are required.~~


603.1-1
REMOVAL OF EXISTING STRUCTURE^^

CAREFULLY DISMANTLE THE __________ AND STORE ALONG
THE RIGHT-OF-WAY FOR DISPOSAL BY THE STATE'S
FORCES.~~

Designer Note:
Use this note if it is the desire of the owner to salvage any portion of the bridge.
Describe the degree of care to be exercised in the removal in sufficient detail to allow
accurate bidding. If this option is used, the pay item shall be "As Per Plan".~~


603.1-2
ITEM 202, PORTIONS OF STRUCTURE REMOVED, AS PER
PLAN^^

REMOVE ABUTMENTS TO ELEV. __________. REMOVE PIERS
TO ELEV. __________.~~

Designer Note:
Use this note when removal of structure to 1 foot [300 mm] below ground line as specified
in CMS 202 will not fill the specific requirements of the project.~~

603.1-3
ITEM 202, PORTIONS OF STRUCTURE REMOVED, AS PER
PLAN^^

THIS ITEM SHALL INCLUDE THE ELEMENTS INDICATED IN
THE PLANS AND GENERAL NOTES AND THAT ARE NOT
SEPARATELY LISTED FOR PAYMENT, EXCEPT FOR WEARING
COURSE REMOVAL. ITEMS TO BE REMOVED INCLUDE ALL
EXISTING MATERIALS BEING REPLACED BY NEW
CONSTRUCTION AND MISCELLANEOUS ITEMS THAT ARE NOT
SHOWN TO BE INCORPORATED INTO THE FINAL
CONSTRUCTION AND ARE DIRECTED TO BE REMOVED BY THE
ENGINEER. THE USE OF EXPLOSIVES, HEADACHE BALLS
AND/OR HOE-RAMS WILL NOT BE PERMITTED. THE METHOD
OF REMOVAL AND THE WEIGHT OF HAMMER SHALL BE
APPROVED BY THE ENGINEER. PERFORM ALL WORK IN A
MANNER THAT WILL NOT CUT, ELONGATE OR DAMAGE THE
EXISTING REINFORCING STEEL TO BE PRESERVED.
CHIPPING HAMMERS SHALL NOT BE HEAVIER THAN THE
NOMINAL 90-POUND CLASS. PNEUMATIC HAMMERS SHALL
NOT BE PLACED IN DIRECT CONTACT WITH REINFORCING
STEEL THAT IS TO BE RETAINED IN THE REBUILT
STRUCTURE. SUBMIT CONSTRUCTION PLANS ACCORDING TO
C&MS 501.05.~~

Designer Note:
~~


603.2-1
ITEM 202, PORTIONS OF STRUCTURE REMOVED, AS PER
PLAN DESCRIPTION^^

THIS WORK CONSISTS OF THE REMOVAL OF CONCRETE
DECKS INCLUDING SIDEWALKS, PARAPETS, RAILINGS,
DECK JOINTS AND OTHER APPURTENANCES FROM STEEL
SUPPORTING SYSTEMS (BEAMS, GIRDERS, CROSS FRAMES,
ETC.). THE PROVISIONS OF ITEM 202 APPLY EXCEPT AS
SPECIFIED BY THE FOLLOWING NOTES. PERFORM WORK
CAREFULLY DURING DECK REMOVALS TO PROTECT PORTIONS
OF SUCH SYSTEMS THAT ARE TO BE SALVAGED AND
INCORPORATED INTO THE PROPOSED STRUCTURE. THE USE
OF EXPLOSIVES, HEADACHE BALLS AND/OR HOE RAM TYPE
OF EQUIPMENT IS PROHIBITED. SUBMIT CONSTRUCTION
PLANS ACCORDING TO C&MS 501.05. 

PROTECTION OF STEEL SUPPORT SYSTEMS: BEFORE DECK
SLAB CUTTING IS PERMITTED, DRAW THE OUTLINE OF
PRIMARY STEEL MEMBERS IN CONTACT WITH THE BOTTOM
OF THE DECK ON THE SURFACE OF DECK. DRILL SMALL
DIAMETER PILOT HOLES 2 INCHES OUTSIDE THESE LINES
TO CONFIRM THE LOCATION OF FLANGE EDGES. DECK CUTS
OVER OR WITHIN 2 INCHES OF FLANGE EDGES SHALL NOT
EXTEND LOWER THAN THE BOTTOM LAYER OF DECK SLAB
REINFORCING STEEL. CUTS MADE OUTSIDE 2 INCHES OF
FLANGE EDGES MAY EXTEND THE FULL DEPTH OF THE
DECK. PERFORM WORK CAREFULLY DURING CUTTING OF THE
DECK SLAB TO AVOID DAMAGING STEEL MEMBERS THAT ARE
TO BE INCORPORATED INTO THE PROPOSED STRUCTURE.
REPLACE OR REPAIR STEEL MEMBERS DAMAGED BY THE
DECK SLAB CUTTING OPERATIONS AT NO COST TO THE
PROJECT. AT LEAST 7 DAYS BEFORE PERFORMING REPAIR
WORK, SUBMIT A PROPOSED REPAIR PLAN, DEVELOPED BY
AN OHIO REGISTERED PROFESSIONAL ENGINEER TO THE
ENGINEER. OBTAIN THE ENGINEER’S APPROVAL BEFORE
PERFORMING REPAIR. 

PROTECTION OF PRESTRESSED CONCRETE SUPPORT
SYSTEMS: BEFORE DECK SLAB CUTTING IS PERMITTED,
DRAW THE OUTLINE OF PRIMARY PRESTRESSED CONCRETE
MEMBERS IN CONTACT WITH THE BOTTOM OF THE DECK ON
THE SURFACE OF DECK. DRILL SMALL DIAMETER PILOT
HOLES 2 INCHES OUTSIDE THESE LINES TO CONFIRM THE
LOCATION OF THE EDGES OF THOSE MEMBERS. DECK CUTS
OVER OR WITHIN 2 INCHES OF FLANGE EDGES SHALL NOT
EXTEND LOWER THAN THE BOTTOM LAYER OF DECK SLAB
REINFORCING STEEL. CUTS MADE OUTSIDE 2 INCHES OF
FLANGE EDGES MAY EXTEND THE FULL DEPTH OF THE
DECK. PERFORM WORK CAREFULLY DURING CUTTING OF THE
DECK SLAB TO AVOID DAMAGING PRESTRESSED CONCRETE
MEMBERS THAT ARE TO BE INCORPORATED INTO THE
PROPOSED STRUCTURE. REPLACE OR REPAIR PRESTRESSED
CONCRETE MEMBERS DAMAGED BY THE DECK SLAB CUTTING
OPERATIONS AT NO COST TO THE PROJECT. AT LEAST 7
DAYS BEFORE PERFORMING REPAIR WORK, SUBMIT A
PROPOSED REPAIR PLAN, DEVELOPED BY AN OHIO
REGISTERED PROFESSIONAL ENGINEER TO THE ENGINEER.
OBTAIN THE ENGINEER’S APPROVAL BEFORE PERFORMING
REPAIR. 

REMOVAL METHODS: THE CONTRACTOR MAY REMOVE
CONCRETE BY CUTTING AND BY MEANS OF HAND OPERATED
PNEUMATIC HAMMERS EMPLOYING POINTED OR BLUNTED
CHISEL TYPE TOOLS. FOR REMOVALS OVER STRUCTURAL
MEMBERS (PRESTRESSED BOX BEAM, I-BEAM, STEEL BEAM
STEEL GIRDER, ETC.), THE CONTRACTOR MAY USE A
HAMMER HEAVIER THAN 35 POUNDS BUT NOT TO EXCEED 90
POUNDS UNLESS APPROVED BY THE ENGINEER. REMOVAL
METHODS OVER STRUCTURAL MEMBERS SHALL ENSURE
ADEQUATE DEPTH CONTROL AND PREVENT NICKING OR
GOUGING THE PRIMARY STRUCTURAL MEMBERS. DUE TO THE
POSSIBLE PRESENCE OF ATTACHMENTS (E.G., FINISHING
MACHINE, SCUPPER AND FORM SUPPORTS, ETC.) TO
EXISTING STRUCTURAL MEMBERS, PERFORM WORK
CAREFULLY DURING DECK REMOVAL TO AVOID DAMAGING
STRUCTURAL MEMBERS THAT ARE TO REMAIN. REPLACE OR
REPAIR STRUCTURAL MEMBERS DAMAGED BY THE REMOVAL
OPERATIONS AT NO COST TO THE PROJECT. AT LEAST 7
DAYS BEFORE PERFORMING REPAIR WORK, SUBMIT A
PROPOSED REPAIR PLAN, DEVELOPED BY AN OHIO
REGISTERED PROFESSIONAL ENGINEER TO THE ENGINEER.
OBTAIN THE ENGINEER’S APPROVAL BEFORE PERFORMING
REPAIR. 

DECK REMOVALS - COMPOSITE DECK DESIGNS – STEEL
SUPERSTRUCTURES: DUE TO THE PRESENCE OF WELDED
STUDS TO THE EXISTING STRUCTURAL STEEL, SUBMIT A
DETAILED PROCEDURE OF THE DECK REMOVAL TO THE
ENGINEER AT LEAST 7 DAYS BEFORE CONSTRUCTION
BEGINS. DEPARTMENT ACCEPTANCE IS NOT REQUIRED. THE
PROCEDURE SHALL INCLUDE ALL DETAILS, EQUIPMENT AND
METHODS TO BE USED FOR REMOVAL OF THE CONCRETE
OVER THE FLANGES AND AROUND THE STUDS. REPLACE OR
REPAIR MAIN STEEL AND STUDS DAMAGED BY THE REMOVAL
OPERATIONS AT NO COST TO THE PROJECT. AT LEAST 7
DAYS BEFORE PERFORMING REPAIR WORK, SUBMIT A
PROPOSED REPAIR PLAN, DEVELOPED BY AN OHIO
REGISTERED PROFESSIONAL ENGINEER TO THE ENGINEER.
OBTAIN THE ENGINEER’S APPROVAL BEFORE PERFORMING
REPAIR. 

DECK REMOVALS -COMPOSITE DECK DESIGNS –
PRESTRESSED SUPERSTRUCTURES: DUE TO THE PRESENCE
OF COMPOSITE REINFORCING STEEL BETWEEN THE DECK
AND THE PRESTRESSED BEAM FLANGES, SUBMIT A
DETAILED PROCEDURE OF THE DECK REMOVAL TO THE
ENGINEER AT LEAST 7 DAYS BEFORE CONSTRUCTION
BEGINS. DEPARTMENT ACCEPTANCE IS NOT REQUIRED. THE
PROCEDURE SHALL INCLUDE ALL DETAILS, EQUIPMENT AND
METHODS OF REMOVAL OVER THE PRESTRESSED BEAMS AND
AROUND THE COMPOSITE REINFORCING STEEL. REPLACE OR
REPAIR PRESTRESSED MEMBERS AND COMPOSITE
REINFORCING DAMAGED BY THE REMOVAL OPERATIONS AT
NO COST TO THE PROJECT. AT LEAST 7 DAYS BEFORE
PERFORMING REPAIR WORK, SUBMIT A PROPOSED REPAIR
PLAN, DEVELOPED BY AN OHIO REGISTERED PROFESSIONAL
ENGINEER TO THE ENGINEER. OBTAIN THE ENGINEER’S
APPROVAL BEFORE PERFORMING REPAIR. 

EXISTING WELDED ATTACHMENTS: REMOVE EXISTING
WELDED ATTACHMENTS (E.G., FINISHING MACHINE AND
FORM SUPPORTS; AND SUPPORTS FOR SCUPPERS AND BULB
ANGLES WHICH ARE TO BE REMOVED) LOCATED IN THE
DESIGNATED TENSION PORTIONS OF THE TOP FLANGES OF
EXISTING STEEL MEMBERS AND GRIND THE FLANGE
SURFACES SMOOTH. CAREFULLY GRIND PARALLEL TO THE
FLANGES. 

MEASUREMENT & PAYMENT: THE DEPARTMENT WILL MEASURE
THE QUANTITY OF REMOVALS ON A LUMP SUM BASIS. THE
DEPARTMENT WILL PAY FOR THE ACCEPTED QUANTITIES OF
REMOVALS AT THE CONTRACT PRICE FOR ITEM 202 -
PORTIONS OF STRUCTURE REMOVED, AS PER PLAN. FOR
MODIFICATIONS TO OR EXTENSIONS OF EXISTING
CONCRETE SUBSTRUCTURE MEMBERS WHERE AESTHETICS IS
A CONCERN, INCLUDE THE FOLLOWING NOTES IN AN ITEM
202, AS PER PLAN NOTE.~~

Designer Note:
~~


603.2-2
CUT LINE CONSTRUCTION JOINT PREPARATION^^

SAW CUT BOUNDARIES OF PROPOSED CONCRETE REMOVALS
1 INCH DEEP. REMOVE CONCRETE TO A ROUGH SURFACE.
LEAVE THE EXISTING REINFORCING STEEL, IF REQUIRED
IN THE PLANS, IN PLACE. INSTALL DOWEL BARS IF
SPECIFIED. PRIOR TO CONCRETE PLACEMENT ABRASIVELY
CLEAN JOINT SURFACES AND EXISTING EXPOSED
REINFORCEMENT TO REMOVE LOOSE AND DISINTEGRATED
CONCRETE AND LOOSE RUST. THOROUGHLY CLEAN THE
JOINT SURFACE AND EXPOSED REINFORCEMENT OF ALL
DIRT, DUST, RUST OR OTHER FOREIGN MATERIAL BY THE
USE OF WATER, AIR UNDER PRESSURE, OR OTHER METHODS
THAT PRODUCE SATISFACTORY RESULTS. EXISTING
REINFORCING STEEL DOES NOT HAVE TO HAVE A BRIGHT
STEEL FINISH BUT REMOVE ALL PACK AND LOOSE RUST.
THOROUGHLY DRENCH EXISTING CONCRETE SURFACES WITH
CLEAN WATER AND ALLOW TO DRY TO A DAMP CONDITION
BEFORE PLACING CONCRETE.~~

Designer Note:
~~


603.2-3
SUBSTRUCTURE CONCRETE REMOVAL^^

REMOVE CONCRETE BY MEANS OF APPROVED PNEUMATIC
HAMMERS EMPLOYING POINTED AND BLUNT CHISEL TOOLS.
HYDRAULIC HOE-RAM TYPE HAMMERS WILL NOT BE
PERMITTED. THE WEIGHT OF THE HAMMER SHALL NOT BE
MORE THAN 35 POUNDS FOR REMOVAL WITHIN 18 INCHES
OF PORTIONS TO BE PRESERVED. OUTSIDE THE 18 INCH
LIMIT, THE CONTRACTOR MAY USE HAMMERS NOT
EXCEEDING 90 POUNDS UPON THE APPROVAL OF THE
ENGINEER. DO NOT PLACE PNEUMATIC HAMMERS IN DIRECT
CONTACT WITH REINFORCING STEEL THAT IS TO BE
RETAINED IN THE REBUILT STRUCTURE.~~

Designer Note:
~~


604-1
TEMPORARY STRUCTURE^^

ROADWAY WIDTH SHALL BE ____ FEET. THE EXISTING
STRUCTURE MAY BE MOVED AND USED FOR THE TEMPORARY
STRUCTURE WITHOUT STRENGTHENING.~~

Designer Note:
Include the applicable portions of this temporary structure note on the plans if the bridge
roadway width is other than 23 feet [7 meters], or if the use of the existing structure is
part of the temporary road. See Section 500 for additional information.~~


605.1-1
PILE DRIVING CONSTRAINTS^^

PRIOR TO DRIVING PILES, CONSTRUCT THE SPILL
THROUGH SLOPES AND THE BRIDGE APPROACH EMBANKMENT
BEHIND THE ABUTMENTS UP TO THE LEVEL OF THE
SUBGRADE ELEVATION FOR A MINIMUM DISTANCE OF ____
BEHIND EACH ABUTMENT. DO NOT BEGIN THE EXCAVATION
FOR THE ABUTMENT FOOTINGS AND THE INSTALLATION OF
THE ABUTMENT PILES UNTIL AFTER THE ABOVE REQUIRED
EMBANKMENT HAS BEEN CONSTRUCTED.~~

Designer Note:
For structures with abutments on piles placed in new embankments use this note.

Generally 200 feet [60 meters]. Optionally, this distance may be defined by
station-to-station dimensions.~~


605.1-2
PILE DRIVING CONSTRAINTS^^

PRIOR TO DRIVING PILES, CONSTRUCT THE SPILL
THROUGH SLOPES AND THE BRIDGE APPROACH EMBANKMENT
BEHIND THE ABUTMENTS UP TO THE LEVEL OF THE
SUBGRADE ELEVATION FOR A MINIMUM DISTANCE OF _(1)_
BEHIND EACH ABUTMENT. DO NOT BEGIN THE EXCAVATION
FOR THE ABUTMENT FOOTINGS AND THE INSTALLATION OF
THE ABUTMENT AND PIER PILES, FOR PIER(S): _(2)_,
UNTIL AFTER THE ABOVE REQUIRED EMBANKMENT HAS BEEN
CONSTRUCTED.~~

Designer Note:
For structures with abutments and piers on piles placed in new embankments use this note.

(1) Generally 200 feet [60 meters]. Optionally, this distance may be defined by
station-to-station dimensions.

(2) Identify specific piers.~~


605.1-3
PILE DRIVING CONSTRAINTS^^

PRIOR TO DRIVING PILES AT THE ABUTMENTS, CONSTRUCT
THE BRIDGE APPROACH EMBANKMENT BEHIND THE
ABUTMENTS UP AT A 1:1 SLOPE FROM THE TOP OF THE
HEEL OF THE FOOTING* TO THE SUBGRADE ELEVATION AND
FOR A MINIMUM DISTANCE OF 250 FEET BEHIND THE
ABUTMENTS. DO NOT BEGIN THE INSTALLATION OF THE
ABUTMENT PILES UNTIL AFTER THE ABOVE REQUIRED
EMBANKMENT HAS BEEN CONSTRUCTED. AFTER THE FOOTING
AND THE BREASTWALL HAVE BEEN CONSTRUCTED,
CONSTRUCT THE EMBANKMENT IMMEDIATELY BEHIND THE
ABUTMENTS UP TO THE BEAM SEAT ELEVATION AND ON A
1:1 SLOPE UP TO THE SUBGRADE ELEVATION PRIOR TO
SETTING THE BEAMS ON THE ABUTMENTS.~~

Designer Note:
For structures with wall type abutments on piles placed in new embankment use this note.

* In some cases the bottom of the heel may be used.~~


605.1-4
PILE DRIVING CONSTRAINTS^^

PRIOR TO DRIVING ABUTMENT PILES TO THE ULTIMATE
BEARING VALUE (UBV) OR TO REFUSAL ON BEDROCK,
CONSTRUCT THE MSE WALL AND THE BRIDGE APPROACH
EMBANKMENT BEHIND THE ABUTMENT UP TO THE BOTTOM OF
THE FOOTING FOR A MINIMUM DISTANCE OF _*_ BEHIND
EACH ABUTMENT. THE CONTRACTOR MAY PRE-DRIVE
ABUTMENT PILES BEFORE CONSTRUCTING MSE WALLS.
PRE-DRIVING CONSISTS OF INSTALLING THE ABUTMENT
PILES INTO THE SOIL ONLY AS FAR AS NECESSARY SO
THAT THE PILE WILL REMAIN VERTICAL DURING MSE WALL
CONSTRUCTION. IF PRE-DRIVING PILES, INSTALL PILE
SLEEVES AROUND PILES BEFORE CONSTRUCTING THE MSE
WALL. AT LEAST THREE FEET OF PILE MUST EXTEND
ABOVE THE TOP OF THE PILE SLEEVE TO MEET THE
REQUIREMENTS OF CMS 507.09 REGARDING SPLICES. DO
NOT DRIVE ABUTMENT PILES TO THE UBV OR TO REFUSAL
ON BEDROCK UNTIL AFTER THE ABOVE REQUIRED MSE WALL
AND EMBANKMENT HAVE BEEN CONSTRUCTED AND A __**__
CALENDAR DAY WAITING PERIOD HAS ELAPSED. THE
ENGINEER MAY ADJUST THE LENGTH OF THE WAITING
PERIOD BASED ON SETTLEMENT PLATFORM READINGS.
AFTER THE SPECIFIED WAITING PERIOD HAS
ELAPSED, DRIVE ABUTMENT PILES TO THE UBV OR TO
REFUSAL ON BEDROCK. IN ORDER TO REMOVE ANY
NEGATIVE SKIN FRICTION THAT HAS DEVELOPED DURING
THE WAITING PERIOD, DRIVE EACH ABUTMENT PILE A
DISTANCE OF AT LEAST 0.5 INCH.

IF NOT PRE-DRIVING ABUTMENT PILES, INSTALL THE
ABUTMENT PILES THROUGH PILE SLEEVES AFTER THE
ABOVE REQUIRED MSE WALL AND EMBANKMENT HAVE BEEN
CONSTRUCTED AND THE SPECIFIED WAITING PERIOD HAS
ELAPSED.~~

Designer Note:
For MSE wall supported abutments with driven piles use this note.

* Generally 200 feet [60 meters]. May be defined by station-to-station dimensions.

** Estimate the length of the waiting period by determining the time required for 90% of
primary settlement to occur.~~


605.2-1
CONSTRUCTION CONSTRAINTS^^

PRIOR TO CONSTRUCTING THE SPREAD FOOTING
FOUNDATIONS, CONSTRUCT THE BRIDGE APPROACH
EMBANKMENTS BEHIND THE ABUTMENT UP AT A 1:1 SLOPE
FROM THE BOTTOM OF THE HEEL OF THE FOOTING TO THE
SUBGRADE ELEVATION AND FOR A MINIMUM DISTANCE OF
250 FEET BEHIND THE ABUTMENTS. AFTER THE ABUTMENT
FOOTING AND BREASTWALL ARE COMPLETED AND PRIOR TO
SETTING SUPERSTRUCTURE MEMBERS, CONSTRUCT THE
EMBANKMENT IMMEDIATELY BEHIND THE ABUTMENT UP TO
THE BEAM SEAT ELEVATION AND ON A 1:1 SLOPE UP TO
THE SUBGRADE ELEVATION, WITH TYPE B GRANULAR
MATERIAL CONFORMING TO 703.16.C.~~

Designer Note:
This construction method helps to eliminate any lateral forces on the foundation due to the
construction of the embankment and/or settlement of the subgrade under the embankment. For
stub abutments on spread footings being constructed in new embankments. For wall type
abutments on spread footings with no new embankment provide note [605.3-1] or [605.3-2] and
this note. Modify this note, as appropriate, for piers constructed on a spread footing
foundation.~~


605.2-2
CONSTRUCTION CONSTRAINTS^^

FILL THE VOID CREATED BY EXCAVATING FOR THE
ABUTMENT FOOTINGS WITH TYPE B GRANULAR MATERIAL,
703.16.C. AFTER THE FOOTING AND THE BREASTWALL
HAVE BEEN CONSTRUCTED, FILL THE VOID BEHIND EACH
ABUTMENT UP TO THE BEAM SEAT ELEVATION AND FROM
THE BEAM SEAT UP ON A 1:1 SLOPE TO THE SUBGRADE
ELEVATION PRIOR TO CONSTRUCTING THE BACKWALL AND
SETTING THE BEAMS ON THE ABUTMENT.~~

Designer Note:
For wall type abutments on spread footings with no new embankment provide note [605.3-1] or
[605.3-2] and this note.~~


605.3-1
ITEM 203 EMBANKMENT, AS PER PLAN^^

PLACE AND COMPACT EMBANKMENT MATERIAL IN 6 INCH
LIFTS FOR THE CONSTRUCTION OF THE APPROACH
EMBANKMENT BETWEEN STATIONS __**__ TO __**__.~~

Designer Note:
** The approximate limits should be 100 feet behind each abutment.~~


605.3-2
ITEM 203 EMBANKMENT, AS PER PLAN^^

PLACE AND COMPACT EMBANKMENT MATERIAL IN 6 INCH
LIFTS FOR THE CONSTRUCTION OF THE APPROACH
EMBANKMENT.~~

Designer Note:
Note that Item 203 is a roadway quantity and coordination with the roadway plans is
necessary.

To define the limits of measured pay quantities for bridges with wall-type abutments,
provide excavation, back-fill, and embankment diagrams (or a composite diagram, where
suitable), using schematic abutment cross-sections, showing the boundaries between
structure and roadway excavation, and between structure back-fill and roadway embankment.~~


605.5-2
PROPRIETARY RETAINING WALL DATA^^

THE PROPRIETARY WALL SUPPLIER SHALL DESIGN THE
INTERNAL STABILITY OF A MECHANICALLY STABILIZED
EARTH (MSE) WALL IN ACCORDANCE WITH SS840 TO
SUPPORT THE ABUTMENT. THE DESIGN FOR INTERNAL
STABILITY SHALL INCLUDE A NOMINAL (I.E.
UNFACTORED) HORIZONTAL STRIP LOAD DUE TO FRICTION
(FR) FROM THE SUPERSTRUCTURE OF _____ K/FT APPLIED
PERPENDICULAR TO THE FACE OF WALL AT THE BASE OF
THE CONCRETE FOOTING. THIS STRIP LOAD DOES NOT
INCLUDE EARTH PRESSURE LOADS FROM THE ABUTMENT
BACKFILL. HOWEVER, THE PROPRIETARY WALL SUPPLIER
SHALL INCLUDE EARTH PRESSURE LOADS FROM THE
ABUTMENT BACKFILL IN THE DESIGN CALCULATIONS.~~

Designer Note:
Apply to the design of abutments supporting expansion bearings only. Longitudinally applied
superstructure loads are assumed to be transferred to the substructure as a friction loads
(FR) equal to the nominal frictional resistances supplied by the bearings (see BDM Section
301.4.5). This assumption does not apply to fixed bearings. For fixed bearings, provide
revised versions of these notes that list all applicable longitudinally applied
superstructure loads transferred to the substructure through the bearing connections.~~


606.1-1
PILES TO BEDROCK^^

DRIVE PILES TO REFUSAL ON BEDROCK. THE DEPARTMENT
WILL CONSIDER REFUSAL TO BE OBTAINED WHEN THE PILE
PENETRATION IS AN INCH OR LESS AFTER RECEIVING AT
LEAST 20 BLOWS FROM THE PILE HAMMER. SELECT THE
HAMMER SIZE TO ACHIEVE THE REQUIRED DEPTH TO
BEDROCK AND REFUSAL.

THE TOTAL FACTORED LOAD IS _(1)_ KIPS PER PILE FOR
THE _(2)_ ABUTMENT PILES. THE TOTAL FACTORED LOAD
IS _(1)_ KIPS PER PILE FOR THE _(2)_ PIER PILES.

ABUTMENT PILES:
         _(3)_ PILES _(4)_ FEET LONG, ORDER LENGTH

PIER PILES:
         _(3)_ PILES _(4)_ FEET LONG, ORDER LENGTH~~

Designer Note:
This note generally will apply where steel-H piles are to be driven to bedrock.

(1) Specify the total factored load according to BDM Section 202.2.3.2.a.
(2) Specify the location of piles for each total factored load.
(3) Specify the size of pile (e.g. HP 10 x 42 or 12 inch diameter).
(4) Specify the order length according to BDM Section 202.2.3.2.a and 303.4.2.1.~~


606.1-2
PILES TO BEDROCK^^

DRIVE PILES TO REFUSAL ON BEDROCK. THE DEPARTMENT
WILL CONSIDER REFUSAL TO BE OBTAINED WHEN THE PILE
PENETRATION IS AN INCH OR LESS AFTER RECEIVING AT
LEAST 20 BLOWS FROM THE PILE HAMMER. SELECT THE
HAMMER SIZE TO ACHIEVE THE REQUIRED DEPTH TO
BEDROCK AND REFUSAL.

THE TOTAL FACTORED LOAD IS _(1)_ KIPS PER PILE FOR
THE _(2)_ ABUTMENT PILES. THE ABUTMENT PILES WERE
DESIGNED TO ACCOMMODATE _(3)_ FT. OF SCOUR. THE
TOTAL FACTORED LOAD IS _(1)_ KIPS PER PILE FOR THE
_(2)_ PIER PILES. THE PIER PILES WERE DESIGNED TO
ACCOMMODATE _(3)_ FT. OF SCOUR.

ABUTMENT PILES:
         _(4)_ PILES _(5)_ FEET LONG, ORDER LENGTH

PIER PILES:
         _(4)_ PILES _(5)_ FEET LONG, ORDER LENGTH~~

Designer Note:
This note, modified to fit the conditions, will apply where piles are located within a
waterway and the scour depth is significant.

(1) Specify the total factored load according to BDM Section 202.2.3.2.a.
(2) Specify the location of piles for each total factored load.
(3) Specify the depth of anticipated scour.
(4) Specify the size of pile (e.g. HP 10 x 42 or 12 inch diameter).
(5) Specify the order length according to BDM Section 202.2.3.2.a and 303.4.2.1.~~


606.1-3
PILES TO BEDROCK^^

DRIVE PILES TO REFUSAL ON BEDROCK THE DEPARTMENT
WILL CONSIDER REFUSAL TO BE OBTAINED WHEN THE PILE
PENETRATION IS AN INCH OR LESS AFTER RECEIVING AT
LEAST 20 BLOWS FROM THE PILE HAMMER. SELECT THE
HAMMER SIZE TO ACHIEVE THE REQUIRED DEPTH TO
BEDROCK AND REFUSAL.

THE TOTAL FACTORED LOAD IS _(1)_ KIPS PER PILE FOR
THE _(2)_ ABUTMENT PILES. THE ABUTMENT PILES
INCLUDE AN ADDITIONAL _(3)_ KIPS OF FACTORED LOAD
PER PILE TO ACCOUNT FOR POSSIBLE DOWNDRAG LOADING.
THE TOTAL FACTORED LOAD IS _(1)_ KIPS PER PILE FOR
THE _(2)_ PIER PILES.

ABUTMENT PILES:
         _(4)_ PILES _(5)_ FEET LONG, ORDER LENGTH

PIER PILES:
         _(4)_ PILES _(5)_ FEET LONG, ORDER LENGTH~~

Designer Note:
This note, modified to fit the conditions, will apply where downdrag loads on the piles are
anticipated.

(1) Specify the total factored load according to BDM Section 202.2.3.2.a.
(2) Specify the location of piles for each total factored load.
(3) Specify the anticipated factored downdrag loading.
(4) Specify the size of pile (e.g. HP 10 x 42 or 12 inch diameter).
(5) Specify the order length according to BDM Section 202.2.3.2.a and 303.4.2.1.~~


606.2-1
PILE DESIGN LOADS (ULTIMATE BEARING VALUE)^^

THE ULTIMATE BEARING VALUE IS _(1)_ KIPS PER PILE
FOR THE _(2)_ ABUTMENT PILES. THE ULTIMATE
BEARING VALUE IS _(1)_ KIPS PER PILE FOR THE
_(2)_ PIER PILES.

ABUTMENT PILES:
         _(3)_ PILES _(4)_ FEET LONG, ORDER LENGTH
         _(5)_ DYNAMIC LOAD TESTING ITEMS

PIER PILES:
         _(3)_ PILES _(4)_ FEET LONG, ORDER LENGTH
         _(5)_ DYNAMIC LOAD TESTING ITEMS~~

Designer Note:
This note, modified to fit the specific conditions for the foundation required, will apply
in all cases except where the piles are to be driven to bedrock. Provide the actual
calculated Ultimate Bearing Value.

(1) Specify the Ultimate Bearing Value according to BDM Section 202.2.3.2.b.
(2) Specify the location of piles for each Ultimate Bearing Value.
(3) Specify the size of pile (e.g. HP 10 x 42 or 12 inch diameter).
(4) Specify the order length according to BDM Section 202.2.3.2.b and 303.4.2.1.
(5) Specify the number of dynamic load testing items according to BDM Section 303.4.2.7.~~


606.2-2
PILE DESIGN LOADS (ULTIMATE BEARING VALUE)^^

THE ULTIMATE BEARING VALUE IS _(1)_ KIPS PER PILE
FOR THE _(2)_ ABUTMENT PILES. THE ULTIMATE BEARING
VALUE IS _(1)_ KIPS PER PILE FOR THE PIER PILES.
THE PIER PILES INCLUDE AN ADDITIONAL _(3)_ KIPS
PER PILE OF ULTIMATE BEARING VALUE DUE TO THE
POSSIBILITY OF LOSING _(7)_ FT. OF FRICTIONAL
RESISTANCE DUE TO SCOUR.

ABUTMENT PILES:
         _(4)_ PILES _(5)_ FEET LONG, ORDER LENGTH
         _(6)_ DYNAMIC LOAD TESTING ITEMS

PIER PILES:
         _(4)_ PILES _(5)_ FEET [METER] LONG, ORDER
                   LENGTH
         _(6)_ DYNAMIC LOAD TESTING ITEMS~~

Designer Note:
This note, modified to fit the conditions, will apply where piles are located within a
waterway and the scour is anticipated.

(1) Specify the Ultimate Bearing Value according to BDM Section 202.2.3.2.h.
(2) Specify the location of piles for each Ultimate Bearing Value.
(3) Specify the additional amount of Ultimate Bearing Value according to BDM Section
                   202.2.3.2.h.
(4) Specify the size of pile (e.g. HP 10 x 42 or 12 inch diameter).
(5) Specify the order length according to BDM Section 202.2.3.2.h and 303.4.2.1.
(6) Specify the number of dynamic load testing items according to BDM Section 303.4.2.7.
(7) Specify the scour depth.~~


606.2-3
PILE DESIGN LOADS (ULTIMATE BEARING VALUE)^^

THE ULTIMATE BEARING VALUE IS _(1)_ KIPS PER PILE
FOR THE _(2)_ ABUTMENT PILES. THE ULTIMATE BEARING
VALUE IS _(1)_ KIPS PER PILE FOR THE _(2)_ PIER
PILES. THE ADDITION OF _(3)_ KIPS OF ULTIMATE
BEARING VALUE PER ABUTMENT PILE IS DUE TO POSSIBLE
DOWNDRAG LOADS CAUSED BY SETTLEMENT AND TO ACCOUNT
FOR SIDE FRICTION WITHIN THE DOWNDRAG ZONE THAT
MUST BE OVERCOME DURING PILE DRIVING.

ABUTMENT PILES:
         _(4)_ PILES _(5)_ FEET LONG, ORDER LENGTH
         _(6)_ DYNAMIC LOAD TESTING ITEMS

PIER PILES:
         _(4)_ PILES _(5)_ FEET LONG, ORDER LENGTH
         _(6)_ DYNAMIC LOAD TESTING ITEMS~~

Designer Note:
This note, modified to fit the conditions, will apply where downdrag loads on the piles are
anticipated.

(1) Specify the Ultimate Bearing Value according to BDM Section 202.2.3.2.c.
(2) Specify the location of piles for each Ultimate Bearing Value.
(3) Specify the additional amount of Ultimate Bearing Value according to BDM Section
                   202.2.3.2.c. This amount includes the factored downdrag load and the unfactored
                   side resistance from the soil in the downdrag zone.
(4) Specify the size of pile (e.g. HP 10 x 42 or 12 inch diameter).
(5) Specify the order length according to BDM Section 202.2.3.2.c and 303.4.2.1.
(6) Specify the number of dynamic load testing items according to BDM Section 303.4.2.7.~~


606.2-4
STATIC LOAD TEST^^

PERFORM DYNAMIC TESTING ON THE FIRST TWO
PRODUCTION PILES TO DETERMINE THE REQUIRED BLOW
COUNT FOR THE SPECIFIED ULTIMATE BEARING VALUE.
PERFORM THE STATIC LOAD TEST ON EITHER PILE. DO
NOT OVER-DRIVE THE SELECTED PILE. DRIVE THE THIRD
AND FOURTH PRODUCTION PILES TO 75% AND 85% OF THE
DETERMINED BLOW COUNT, RESPECTIVELY AND PERFORM
DYNAMIC TESTING ON EACH. THE TEST PILES AND THE
REDUCED CAPACITY PILES SHALL NOT BE BATTERED.
AFTER INSTALLATION OF THE FIRST FOUR PRODUCTION
PILES, CEASE ALL DRIVING OPERATIONS ON PILING
REPRESENTED BY THE STATIC LOAD TESTING FOR A
MINIMUM OF 7 DAYS. AFTER THE WAITING PERIOD,
PERFORM PILE RESTRIKES ON THE FOUR PILES (TWO
RESTRIKE TEST ITEMS). THE ENGINEER WILL REVIEW THE
RESULTS OF THE PILE RESTRIKES AND ESTABLISH THE
DRIVING CRITERIA FOR THE REMAINING PILING
REPRESENTED BY THE TESTING. SUBMIT ALL TEST
RESULTS TO THE OFFICE OF GEOTECHNICAL ENGINEERING.

FOR SUBSEQUENT STATIC LOAD TESTS, UPON COMPLETION
OF A 10,000 FT INCREMENT OF DRIVEN LENGTH, REPEAT
THE ABOVE PROCEDURE FOR THE INITIAL STATIC LOAD
TEST. IF NECESSARY, THE ENGINEER WILL REVISE THE
DRIVING CRITERIA FOR THE REMAINING PILING
ACCORDINGLY.

WHEN PERFORMING THE RESTRIKE, IF THE PILE HAS NOT
REACHED THE BLOW COUNT DETERMINED FOR THE PLAN
SPECIFIED ULTIMATE BEARING VALUE, CONTINUE DRIVING
THE PILE UNTIL THIS CAPACITY IS ACHIEVED.~~

Designer Note:
Provide this note when Static Load Testing is required according to Section 303.4.2.5.
Modify the note as necessary to fit the specific condition.~~


606.2-6
PILES DRIVEN TO TIP ELEVATION FOR UPLIFT^^

DRIVE THE PILES TO THE PILE TIP ELEVATION SHOWN ON
THE PLANS. DO NOT PERFORM DYNAMIC LOAD TESTING ON
PILES DRIVEN TO A TIP ELEVATION. SELECT THE HAMMER
SIZE TO ACHIEVE THE REQUIRED DEPTH. PROVIDE PLAIN
CYLINDRICAL CASINGS WITH A MINIMUM PILE WALL
THICKNESS OF _(1)_ INCH FOR PILES DRIVEN TO A TIP
ELEVATION.

ABUTMENT PILES:
         _(2)_ PILES _(3)_ FEET LONG, ORDER LENGTH~~

Designer Note:
This note, modified to fit the specific conditions for the foundation required, will apply
when uplift loads control the design of the pile. In this case, the piles are typically
driven to a pile tip elevation and dynamic load testing of the pile is not performed.

(1) Specify the minimum pile wall thickness for cast-in-place reinforced concrete piles.
Determine the minimum pile wall thickness from a pile drivability analysis. Remove this
sentence if the piles are H-piles.
(2) Specify the size of pile (e.g. HP 10 x 42 or 12 inch diameter).
(3) Specify the order length according to BDM Section 202.2.3.2.b and 303.4.2.1.~~


606.4-1
PILE SPLICES^^

IN LIEU OF USING THE FULL PENETRATION BUTT WELDS
SPECIFIED IN CMS 507.09 TO SPLICE STEEL H-PILES,
THE CONTRACTOR MAY USE A MANUFACTURED H-PILE
SPLICER. FURNISH SPLICERS FROM THE FOLLOWING
MANUFACTURER:

ASSOCIATED PILE AND FITTING CORPORATION
8 WOOD HOLLOW RD. PLAZA 1
PARSIPPANY, NEW JERSEY 07054

INSTALL AND WELD THE SPLICER TO THE PILE SECTIONS
IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN
ASSEMBLY PROCEDURE SUPPLIED TO THE ENGINEER BEFORE
THE WELDING IS PERFORMED.~~

Designer Note:
Provide this note when H-piles are specified.~~


606.5-1
ITEM SPECIAL - PILE ENCASEMENT^^

ENCASE ALL STEEL H-PILES FOR THE CAPPED PILE PIERS
IN CONCRETE CONFORMING TO C&MS 511 (F'C = 4.0
KSI). PROVIDE A CONCRETE SLUMP BETWEEN 6 TO 8
INCHES WITH THE USE OF A SUPERPLASTICIZER. PLACE
THE CONCRETE WITHIN A FORM THAT CONSISTS OF
POLYETHYLENE PIPE (707.33), OR PVC PIPE (707.42).
THE ENCASEMENT SHALL EXTEND FROM 3 FEET BELOW THE
FINISHED GROUND SURFACE UP TO THE CONCRETE PIER
CAP. POSITION THE PIPE SO THAT AT LEAST 3 INCHES
OF CONCRETE COVER IS PROVIDED AROUND THE EXTERIOR
OF THE PILE.

IN LIEU OF ENCASING THE PILE IN CONCRETE,
GALVANIZE THE PILES ACCORDING TO 711.02. THE
GALVANIZING SHALL BE CONTINUOUS FROM A MINIMUM OF
3 FEET BELOW THE FINISH GROUND SURFACE UP TO THE
CONCRETE PIER CAP. THE GALVANIZED COATING
THICKNESS SHALL BE A MINIMUM OF 4 MILS. REPAIR ALL
GOUGES, SCRAPES, SCRATCHES OR OTHER SURFACE
IMPERFECTIONS CAUSED BY THE HANDLING OR THE
DRIVING OF THE PILE TO THE SATISFACTION OF THE
ENGINEER.

THE DEPARTMENT WILL MEASURE PILE ENCASEMENT BY THE
NUMBER OF FEET. THE DEPARTMENT WILL DETERMINE THE
SUM AS THE LENGTH MEASURED ALONG THE AXIS OF EACH
PILE FROM THE BOTTOM OF THE ENCASEMENT TO THE
BOTTOM OF THE PIER CAP. THE DEPARTMENT WILL NOT
PAY FOR GALVANIZING PROVIDED BEYOND THE PROJECT
REQUIREMENTS. THE DEPARTMENT WILL PAY FOR ACCEPTED
QUANTITIES AT THE CONTRACT PRICE FOR ITEM -
SPECIAL, PILE ENCASEMENT.~~

Designer Note:
This note shall be used where capped pile piers and steel "H" piles are being used for a
bridge structure crossing a waterway. The exposed steel piling corrodes at the waterline,
or near there. The note should not be used if the capped pile pier standard drawing is
being used as standard drawing already specifies pile encasement methods.~~


606.6-1
FOUNDATION BEARING RESISTANCE^^

_(1)_ FOOTINGS, AS DESIGNED, PRODUCE A MAXIMUM
SERVICE LOAD PRESSURE OF _(2)_ KIPS PER SQUARE
FOOT AND A MAXIMUM STRENGTH LOAD PRESSURE OF _(2)_
KIPS PER SQUARE FOOT. THE FACTORED BEARING
RESISTANCE IS _(3)_ KIPS PER SQUARE FOOT.~~

Designer Note:
Provide this note, with the blanks filled in as appropriate for each individual project, if
there are abutments or piers which are supported by spread footings.

(1) Specify the location of the spread footing.
(2) Specify the maximum factored bearing pressures.
(3) Specify the factored bearing resistance according to LRFD 10.6.3 and BDM Section
202.2.3.1.~~


606.6-2
ITEM 511, CLASS _* CONCRETE, ____* , AS PER PLAN^^

IN ADDITION TO THE REQUIREMENTS OF ITEM 511*,
INSTALL A REFERENCE MONUMENT AT EACH END OF EACH
SPREAD FOOTING. THE REFERENCE MONUMENT SHALL
CONSIST OF A #8, OR LARGER, EPOXY COATED REBAR
EMBEDDED AT LEAST 6" INTO THE FOOTING AND EXTENDED
VERTICALLY 4 TO 6 INCHES ABOVE THE TOP OF THE
FOOTING. INSTALL A SIX INCH DIAMETER, SCHEDULE 40,
PLASTIC PIPE AROUND THE REFERENCE MONUMENT. CENTER
THE PIPE ON THE REFERENCE MONUMENT AND PLACE THE
PIPE VERTICAL WITH ITS TOP AT THE FINISHED GRADE.
THE PIPE SHALL HAVE A REMOVABLE, SCHEDULE 40,
PLASTIC CAP. PERMANENTLY ATTACH THE BOTTOM OF THE
PIPE TO THE TOP OF THE FOOTING.

ESTABLISH A BENCHMARK TO DETERMINE THE ELEVATIONS
OF THE REFERENCE MONUMENTS AT VARIOUS MONITORING
PERIODS THROUGHOUT THE LENGTH OF THE CONSTRUCTION
PROJECT. THE BENCHMARK SHALL BE THE SAME
THROUGHOUT THE PROJECT AND SHALL BE INDEPENDENT OF
ALL STRUCTURES.

RECORD THE ELEVATION OF EACH REFERENCE MONUMENT AT
EACH MONITORING PERIOD SHOWN IN THE TABLE BELOW.

THE ORIGINAL COMPLETED TABLES WILL BECOME PART OF
THE DISTRICT'S PROJECT PLAN RECORDS.

PROJECT NUMBER:                      __________
MAXIMUM FACTORED BEARING PRESSURE: * __________
BRIDGE NUMBER:                     * __________
STRUCTURE FILE NUMBER:             * __________
BENCHMARK LOCATION:                  __________
FOOTING LOCATION:                  * __________

MONITORING PERIOD  LEFT MONUMENT  RIGHT MONUMENT
_________________  _____________  ______________

AFTER FOOTING
CONCRETE IS PLACED
_________________  _____________  ______________

BEFORE PLACEMENT OF
SUPERSTRUCTURE MEMBERS
_________________  _____________  ______________

BEFORE DECK PLACEMENT
_________________  _____________  ______________

AFTER DECK PLACEMENT
_________________  _____________  ______________

PROJECT COMPLETION
_________________  _____________  ______________~~

Designer Note:
When abutments or piers are supported by spread footings on soil, include this note to
require that reference monuments be constructed in each footing. The purpose of the
reference monuments is to document the performance of the spread footings, both short and
long term.

* The Designer shall modify items marked with an asterisk to describe the class of
concrete, pier and/or abutment location, bridge number, SFN, maximum factored bearing
pressure and to correctly describe the "As Per Plan" bid item.~~


606.7-1
FOOTINGS^^

PLACE FOOTINGS IN BEDROCK AT THE ELEVATION SHOWN.~~

Designer Note:
Provide this note if the footing excavation is mainly bedrock and the footings are to be at
an elevation no higher than plan elevation.~~


606.7-2
FOOTINGS^^

FOOTINGS SHALL EXTEND A MINIMUM OF 3 INCHES* INTO
BEDROCK OR TO THE ELEVATION SHOWN, WHICHEVER IS
LOWER.~~

Designer Note:
Provide this note where footings are to be founded in bedrock at an elevation no higher
than plan elevation.

* Shall be greater than 3 inches if required by design considerations.~~


606.7-3
FOOTINGS^^

FOOTINGS SHALL EXTEND A MINIMUM OF 3 INCHES* INTO
BEDROCK. IF NECESSARY DUE TO POOR BEDROCK
MATERIAL, THE FOOTINGS SHOULD BE LOWERED. IF THE
LOW POINT OF THE BEDROCK SURFACE OCCURS 2 FEET OR
MORE ABOVE PLAN ELEVATION, THE FINAL FOOTING
ELEVATIONS MAY BE RAISED, UPON APPROVAL BY THE
DIRECTOR, BUT TO AN ELEVATION NOT HIGHER THAN __**
FEET. STEPPING OF INDIVIDUAL FOOTINGS WILL NOT BE
PERMITTED UNLESS SHOWN ON THE PLANS.~~

Designer Note:
Provide this note where footings are to be founded in bedrock, and where the encountering
of bedrock at an elevation considerably above plan elevation may make it desirable to raise
the footing to an elevation not above the specified maximum in order to effect an
appreciable saving.

* Shall be greater than 3 inches if required by design considerations.

** The maximum elevation allowed should assure that minimum soil cover over the footing is
obtained; clearance from the superstructure to the finished ground elevation meets
standards; quality of bedrock material at that elevation is adequate; and minimum embedment
into the bedrock material will not be adversely affected.~~


606.8-1
DRILLED SHAFTS^^

THE MAXIMUM FACTORED LOAD TO BE SUPPORTED BY EACH
DRILLED SHAFT IS ____* KIPS AT THE ABUTMENTS AND
____* KIPS AT THE PIERS. THIS LOAD IS RESISTED BY
SIDE RESISTANCE WITHIN A PORTION OF THE BEDROCK
SOCKET AND ALSO BY TIP RESISTANCE. THE FACTORED
RESISTANCE DEVELOPED BY SIDE RESISTANCE IS ____*
KIPS, ASSUMED TO ACT ALONG THE BOTTOM ____* FEET
OF THE BEDROCK SOCKET FOR THE ABUTMENTS AND ____*
FEET OF THE BEDROCK SOCKET FOR THE PIERS. THE
FACTORED RESISTANCE PROVIDED BY THE DRILLED SHAFT
TIP IS ____* KIPS.~~

Designer Note:
Use this drilled shaft note when applicable for the specific project. Revise the note for
the project conditions and the different drilled shaft designs, if any, on the project.

* Complete the loads and dimensions in this note. Abutment and Pier sections of the note
should be removed or revised as required.~~


608.1-1
CONSTRUCTION CLEARANCE^^

CONSTRUCTION CLEARANCE: MAINTAIN A CONSTRUCTION
CLEARANCE OF ____* FEET HORIZONTALLY FROM THE
CENTER OF TRACKS AND ____* FEET VERTICALLY FROM A
POINT LEVEL WITH THE TOP OF THE HIGHER RAIL, AND
____* FEET FROM THE CENTER OF TRACKS, AT ALL
TIMES.~~

Designer Note:
Obtain the actual dimensions used in the text of this note from the "Agreement" (a legal
document signed by the Director and Railroad). To help limit project construction problems,
validate those dimensions with the district railroad coordinator before the note is
considered complete. Revise the note to define the agreed upon restraints, including items
such as short term clearances, if different than the construction clearances; maximum
period of time for restricted clearances; or other project specific controls.

* The Designer shall fill in the dimensions.~~


608.2-1
RAILROAD AERIAL LINES^^

RAILROAD AERIAL LINES WILL BE RELOCATED BY THE
RAILROAD. USE ALL PRECAUTIONS NECESSARY TO SEE
THAT THE LINES ARE NOT DISTURBED DURING THE
CONSTRUCTION STAGE AND COOPERATE WITH THE
RAILROAD IN THE RELOCATION OF THESE LINES. THE
COST OF THE RELOCATION WILL BE INCLUDED IN THE
RAILROAD FORCE ACCOUNT WORK.~~

Designer Note:
Modify this note to match the specific requirements of the "Agreement" (a legal document
signed by the Director and Railroad). Contact the District railroad coordinator to confirm
whether the railroad will move, maintain, or re-construction their lines or other cable
systems attached to the bridge or whether the note must specify this scope of work as part
of the project.~~


610.4-1
BEARING PAD SHIMS^^

PLACE 1/8" THICK PREFORMED BEARING PAD SHIMS, PLAN
AREA ____ INCHES BY ____ INCHES, UNDER THE
ELASTOMERIC BEARING PADS WHERE REQUIRED FOR PROPER
BEARING. FURNISH TWO SHIMS PER BEAM. THE
DEPARTMENT WILL MEASURE THIS ITEM BY THE TOTAL
NUMBER SUPPLIED. THE DEPARTMENT WILL PAY FOR
ACCEPTED QUANTITIES AT THE CONTRACT PRICE FOR ITEM
516 - 1/8" PREFORMED BEARING PADS. ANY UNUSED
SHIMS WILL BECOME THE PROPERTY OF THE STATE.~~

Designer Note:
Add this note to ensure proper seating of prestressed concrete box beams for skewed
bridges.

The plan area of the shim pad shall be the same as the elastomeric bearing.~~


610.5-1
ITEM 519 - PATCHING CONCRETE STRUCTURES, AS PER
PLAN^^

PRIOR TO THE SURFACE CLEANING SPECIFIED IN 519.04
AND WITHIN 24 HOURS OF PLACING PATCHING MATERIAL,
BLAST CLEAN ALL SURFACES TO BE PATCHED INCLUDING
THE EXPOSED REINFORCING STEEL. ACCEPTABLE METHODS
INCLUDE HIGH-PRESSURE WATER BLASTING WITH OR
WITHOUT ABRASIVES IN THE WATER, ABRASIVE BLASTING
WITH CONTAINMENT, OR VACUUM ABRASIVE BLASTING.~~

Designer Note:
Use this note with all concrete patching bid items that refer to the cleaning requirements
specified in 519.04.~~


610.6-1
ITEM 503, COFFERDAMS AND EXCAVATION BRACING, AS
PER PLAN^^

THE DESIGN SHOWN ON THE PLANS FOR TEMPORARY
SUPPORT OF EXCAVATION IS ONE REPRESENTATIVE DESIGN
THAT MAY BE USED TO CONSTRUCT THE PROJECT. THE
CONTRACTOR MAY CONSTRUCT THE DESIGN SHOWN ON THE
PLANS OR PREPARE AN ALTERNATE DESIGN TO SUPPORT
THE SIDES OF EXCAVATIONS. IF CONSTRUCTING AN
ALTERNATE DESIGN FOR TEMPORARY SUPPORT OF
EXCAVATION, PREPARE AND PROVIDE PLANS IN
ACCORDANCE WITH C&MS 501.05. THE DEPARTMENT WILL
PAY FOR THE TEMPORARY SUPPORT OF EXCAVATION AT THE
CONTRACT LUMP SUM PRICE FOR COFFERDAMS AND
EXCAVATION BRACING. NO ADDITIONAL PAYMENT WILL BE
MADE FOR PROVIDING AN ALTERNATE DESIGN.~~

Designer Note:
Use this note when the plans include detail designs for temporary shoring.~~


610.7.1-1
ITEM 511, CLASS QC2 CONCRETE, SUPERSTRUCTURE, AS
PER PLAN^^

LOCATE THE LOWER CONTACT POINT OF THE OVERHANG
FALSEWORK AT LEAST __**__ INCHES +/- 2 IN. ABOVE
THE TOP OF THE GIRDER'S BOTTOM FLANGE. THE BRACKET
CONTACT POINT LOCATION REQUIREMENTS OF C&MS 508 DO
NOT APPLY.~~

Designer Note:
Use this note when web depths greater than 84 in. are specified.

* Modify the pay item description to fit the specific project requirements.

** The minimum dimension for the location for the lower point of contact should be 76 in.
below the bottom of the top flange. Designers should verify the acceptability of the design
within the range of tolerance specified.~~


610.7.2
DECK PLACEMENT DESIGN ASSUMPTIONS^^

THE FOLLOWING ASSUMPTIONS OF CONSTRUCTION MEANS
AND METHODS WERE MADE FOR THE ANALYSIS AND DESIGN
OF THE SUPERSTRUCTURE. THE CONTRACTOR IS
RESPONSIBLE FOR THE DESIGN OF THE FALSEWORK
SUPPORT SYSTEM WITHIN THESE PARAMETERS AND WILL
ASSUME RESPONSIBILITY FOR SUPERSTRUCTURE ANALYSIS
FOR DEVIATION FROM THESE DESIGN ASSUMPTIONS.

AN EIGHT WHEEL FINISHING MACHINE WITH A MAXIMUM
WHEEL LOAD OF _____ KIPS.

A MINIMUM OUT-TO-OUT WHEEL SPACING AT EACH END OF
THE MACHINE OF 103".

A MAXIMUM SPACING OF OVERHANG FALSEWORK BRACKETS
OF 48 IN.

A MAXIMUM DISTANCE FROM THE CENTERLINE OF THE
FASCIA GIRDER TO THE FACE OF THE SAFETY HANDRAIL
OF 65".~~

Designer Note:
Use this note on all projects requiring mechanized finishing machines to place deck
concrete.

Refer to BDM Section 302.2.7.2.c for design information regarding finishing machine loads.~~


610.8-1
VANDAL PROTECTION FENCING^^

INSTALL FENCING FOR EACH CONSTRUCTION PHASE PRIOR
TO OPENING THAT PHASE TO VEHICULAR AND/OR
PEDESTRIAN TRAFFIC.~~

Designer Note:
Use this note for bridges where non-standard vandal protection fencing is provided in
accordance with BDM Section 305.6 and the bridge is constructed in phases.~~


610.9-1
ITEM 511, CLASS QC1 CONCRETE, RETAINING/WINGWALL
NOT INCLUDING FOOTING, AS PER PLAN:^^

THE DEPARTMENT WILL PERMIT THE USE OF PRECAST
CONCRETE IN LIEU OF CAST-IN-PLACE CONCRETE FOR
HEADWALLS AND WINGWALLS IN ACCORDANCE WITH C&MS
602.03. THE DEPARTMENT WILL PAY FOR THE WINGWALL
AND HEADWALL CONCRETE IN SQUARE YARD AS DETERMINED
FROM PLAN DIMENSIONS USING THE WALL HEIGHTS ABOVE
THE FOOTING AND LENGTH ALONG THE EXTERIOR FACES OF
THE WALLS. THE DEPARTMENT WILL CONSIDER THE
REINFORCING STEEL IN THE WINGWALLS AND HEADWALLS,
INCLUDING THE REINFORCEMENT THAT EXTENDS INTO THE
FOOTINGS, AS INCIDENTAL TO THE RETAINING/WINGWALL
CONCRETE. THE TOTAL QUANTITY OF CAST-IN-PLACE
WINGWALL AND HEADWALL CONCRETE IS _____ CU. YD.
THE TOTAL QUANTITY OF CAST-IN-PLACE WINGWALL AND
HEADWALL REINFORCING STEEL IS _____ LBS.~~

Designer Note:
Use this note for 4-sided box culverts (C&MS 706.05), 3-sided flat top culverts (C&MS
706.051), arch culverts (C&MS 706.052) and circular arch culverts (C&MS 706.053)
where the angle between the centerline of the waterway and the exposed face of the
wall is 30 degrees or more.

Where note [610.9-1] applies, the Department will pay for the concrete and reinforcing
steel in wingwalls and headwalls on a Square Yard basis to avoid the need to non-perform
multiple work items associated with the change from cast-in-place to precast concrete.
For informational purposes only, include the reinforcing steel for the cast-inplace
wingwalls and headwalls in the plan’s Reinforcing Steel List and include bending diagrams.
The Department will pay for concrete and reinforcing steel in the footings as Item 511
(Cu Yd) and Item 509 (Lb) respectively. The Department will consider the bars that extend
from the footing into the wingwalls as wingwall reinforcement. Do not locate foundations
for other roadway items (e.g. sign supports) in the soils retained behind wingwalls.~~