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: List all Standard Bridge Drawings and Supplemental Specifications which apply, giving date of approval or latest revision date, if revised. Also ensure the listed Standard Bridge Drawings and Supplemental Specifications are transferred to the project plans title sheet and match the information on the title sheet.~~ 2 DESIGN SPECIFICATIONS^^ THIS STRUCTURE CONFORMS TO "STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES" ADOPTED BY THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPOR- TATION OFFICIALS, ______ , INCLUDING THE ________ (IF ANY) INTERIM SPECIFICATIONS AND THE ODOT BRIDGE DESIGN MANUAL, EXCEPT AS NOTED ELSEWHERE IN THE PLANS.~~ Designer Note: The Designer shall include this note specifying the design specifications used on the structure. The use of this note stipulates the use of standard Live Load Distribution and designs based on AASHTO's standard specifications, assumptions and standard beam theory design.~~ 2A SPECIAL DESIGN SPECIFICATIONS^^ THIS BRIDGE REQUIRED THE USE OF A ______ (TWO OR THREE) DIMENSIONAL MODEL USING THE ________ 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: If a three dimensional model was used, modify the note accordingly. Fill in the design method used (i.e. grill age, finite element, finite strip, classical plate theory, etc.). Modify the body of the note as necessary. Also amend the Design Specifications note [2] with the wording "excepted as noted elsewhere in the plans".~~ 3 DESIGN LOADING^^ HS25(#), CASE (I OR II)** AND THE ALTERNATE MILITARY LOAD- ING. FUTURE WEARING SURFACE (FWS) OF 60* POUNDS PER SQUARE FOOT.~~ Designer Note: This note shall be included with the Structural General Notes for all bridge plans. * Designer to modify load if appropriate. ** The statement "Case (Io II)" applies only to steel bridges. # Replace vehicle type with HS-20, or metric equal, if the design is for a rehabilitation of an existing structure.~~ 4 DESIGN LOADING^^ DESIGN LOADING: ____ POUNDS PER SQUARE FOOT~~ Designer Note: Use this note for bridges designed for bike-way/pedestrian loads that will not accommodate vehicular traffic. Fill in the design loading as defined for the specific structure in accordance with the AASHTO Guide Specifications for Design of Pedestrian Bridges.~~ 5 DESIGN LOADING^^ DESIGN LOADING: H15-44 AND ____ POUNDS PER SQUARE FOOT~~ Designer Note: Use this note for bridges designed for bike-way/pedestrian loads that are subject to vehicular traffic. Fill in the design loading as defined for the specific structure in accordance with the AASHTO Guide Specifications for Design of Pedestrian Bridges.~~ 6 DESIGN DATA^^ CONCRETE ____ - COMPRESSIVE STRENGTH 4500 PSI (SUPERSTRUCTURE) CONCRETE ____ - COMPRESSIVE STRENGTH 4000 PSI (SUBSTRUCTURE) CONCRETE CLASS QC2 - COMPRESSIVE STRENGTH 4000 PSI (DRILLED SHAFT) REINFORCING STEEL - ASTM A615 OR A996, GRADE 60, MINIMUM YIELD STRENGTH 60,000 PSI SPIRAL REINFORCEMENT MAY BE PLAIN BARS, ASTM A82 OR A615 STRUCTURAL STEEL - ASTM A709 GRADE ____ , MINIMUM YIELD STRENGTH ______ PSI~~ Designer Note: Use this note for Load Factor Design. Fill in "Class QC2" for superstructure and "Class QC1" for substructure. Remove reference to Class QC2 Concrete if drilled shafts are not being constructed. If spiral reinforcing bars are not used, omit the portion of the note beginning with "Spiral". If more than one grade of steel is selected, the description shall clearly indicate where the different grades are used in the structure.~~ 7 DESIGN DATA^^ CONCRETE __*__ - UNIT STRESS 1500 PSI (SUPERSTRUCTURE) CONCRETE __*__ - UNIT STRESS 1300 PSI (SUBSTRUCTURE) # CONCRETE CLASS QC2 - UNIT STRESS 1300 PSI (DRILLED SHAFT) * CLASS QC2 CONCRETE FOR SUPERSTRUCTURE CLASS QC1 CONCRETE FOR SUBSTRUCTURE # ONLY INCLUDED IF DRILLED SHAFTS ARE BEING CONSTRUCTED. REINFORCING STEEL - ASTM A615 OR A996 GRADE 60 - UNIT STRESS 24,000 PSI SPIRAL REINFORCEMENT MAY BE PLAIN BARS, ASTM A82 OR A615 IF SPIRAL REINFORCING BARS ARE NOT USED, OMIT THE POR- TION OF THE NOTE BEGINNING WITH "SPIRAL". ** STRUCTURAL STEEL ASTM A709 GRADE 50W OR A709 GRADE 50 - YIELD STRENGTH 27,000 PSI A709 GRADE 36 - YIELD STRENGTH 20,000 PSI ** IF MORE THAN ONE GRADE OF STEEL IS SELECTED, THE DESCRIPTION SHALL CLEARLY INDICATE WHERE THE DIFFERENT GRADES ARE USED IN THE STRUCTURE.~~ 8 DESIGN DATA^^ CONCRETE FOR PRESTRESSED BEAMS: COMPRESSIVE STRENGTH (FINAL) - 5500 PSI COMPRESSIVE STRENGTH (RELEASE) - 4000 PSI WELDED WIRE FABRIC: YIELD STRENGTH - 70 KSI PRE-STRESSING STRAND: AREA = 0.153 SQUARE INCHES ULTIMATE STRENGTH = 270 KSI INITIAL STRESS = 202.5 KSI (LOW RELAXATION STRANDS)~~ Designer Note: Provide this note for prestressed concrete members. Revise the prestressed concrete strength values for final strength and strength at release if a design strength is different than the values listed above. Also, modify the area of the strands as required.~~ 9 DESIGN SPECIFICATIONS^^ 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: Use this note for structures carrying railroad traffic. Note [2A] may be required if special criteria or distributions have been used for the design of this rail structure. See 2A and determine if a modified note is required for inclusion. The Designer should fill in the year of the current edition of the Specifications and the year for each interim that is currently available.~~ 10 DESIGN DATA^^ DESIGN LOADING - COOPER E-80 WITH DIESEL IMPACT (OR SPECIFIC RAILROAD CRITERIA) CONCRETE ____ - UNIT STRESS 1500 PSI (SUPERSTRUCTURE) CONCRETE ____ - UNIT STRESS 1333 PSI (SUBSTRUCTURE) # CONCRETE QC2 - UNIT STRESS 1300 PSI (DRILLED SHAFT) REINFORCING STEEL - ASTM A615 OR A996, GRADE 60, UNIT STRESS 24,000 PSI SPIRAL REINFORCEMENT MAY BE PLAIN BARS, ASTM A82 OR A615 STRUCTURAL STEEL - ASTM A709 GRADE ____ , UNIT STRESS ______ PSI~~ Designer Note: Use this note with all structures carrying railroad traffic. Revise the design loading accordingly to meet a specific railroad's criteria. Fill in "Class QC2" for superstructure and "Class QC1" Concrete for substructure. Remove reference to Class QC2 Concrete if drilled shafts are not being constructed. If spiral reinforcing bars are not used, omit the portion of the note beginning with "Spiral". If more than one grade of steel is selected, the description shall clearly indicate where the different grades are used in the structure.~~ 11 DECK PROTECTION METHOD^^ EPOXY COATED REINFORCING STEEL 2-1/2" CONCRETE COVER SUPERPLASTICIZED DENSE OVERLAY MICRO-SILICA OVERLAY EPOXY OVERLAY LATEX MODIFIED CONCRETE OVERLAY (ONLY APPLICABLE FOR EXISTING DECKS) WATERPROOFING AND ASPHALT CONCRETE OVERLAY STEEL DRIP STRIP~~ Designer Note: Include this note in the Design Data section of the Structure General Notes if any of the above deck protection methods have been specified in the plans. The overlays are only applicable for existing decks. Modify the note according to the project needs.~~ 12 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.~~ 13a ITEM 512 SEALING OF CONCRETE SURFACES, AS PER PLAN, (PERMANENT GRAFFITI PROTECTION)^^ 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.~~ 13b ITEM 512 SEALING OF CONCRETE SURFACES, AS PER PLAN, (SACRIFICIAL GRAFFITI PROTECTION)^^ ITEM 512 SEALING OF CONCRETE SURFACES, AS PER PLAN, (SACRIFICIAL 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 sacrificial anti-graffiti coatings are required.~~ 14 REMOVAL OF EXISTING STRUCTURE^^ 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. For example, for a truss bridge where the stringers and floor beams are to be salvaged for reuse but it is permissible to flame cut the truss members, state that clearly along with any other restrictions or allowances. If this option is used, the pay item shall be "as per plan".~~ 15 ITEM 202, PORTIONS OF STRUCTURE REMOVED, AS PER PLAN^^ 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 below ground line as specified in CMS 202 will not fill the specific requirements of the project.~~ 16 ITEM 202, PORTIONS OF STRUCTURE REMOVED, AS PER PLAN^^ 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 CMS 501.05.~~ Designer Note: Use this note when special protection of an existing structure to be incorporated into a new structure is required.~~ 18 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 SUP- PORTING 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 IN- TO THE PROPOSED STRUCTURE. THE USE OF EXPLOSIVES, HEADACHE BALLS AND/OR HOE RAM TYPE OF EQUIPMENT IS PROHIBITED. SUBMIT CONSTRUCTION PLANS ACCORDING TO CMS 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 LO- CATION 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 DUR- ING 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 DIRECTOR. OBTAIN THE DIRECTOR'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 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 DIRECTOR. OBTAIN THE DIRECTOR'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 CON- TRACTOR 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 MEM- BERS 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 DIRECTOR. OBTAIN THE DIRECTOR'S APPROVAL BEFORE PER- FORMING REPAIR. DECK REMOVALS - COMPOSITE DECK DESIGNS - STEEL SUPER- STRUCTURES: DUE TO THE PRESENCE OF WELDED STUDS TO THE EXISTING STRUCTURAL STEEL, SUBMIT A DETAILED PRO- CEDURE OF THE DECK REMOVAL TO THE ENGINEER AT LEAST 7 DAYS BEFORE CONSTRUCTION BEGINS. 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 DIRECTOR. OBTAIN THE DIRECTOR'S APPROVAL BEFORE PER- FORMING 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 CON- STRUCTION BEGINS. DEPARTMENT ACCEPTANCE IS NOT RE- QUIRED THE PROCEDURE SHALL INCLUDE ALL DETAILS, EQUIP- MENT 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 DIRECTOR. OBTAIN THE DIRECTOR'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 POR- TIONS 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.~~ Designer Note: Use this removal note for concrete deck removal projects, where the existing superstructure is to remain. Delete the portions in the note that are not appropriate for the specific project.~~ 19 CUT LINE CONSTRUCTION JOINT PREPARATION^^ 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 CON- CRETE SURFACES WITH CLEAN WATER AND ALLOW TO DRY TO A DAMP CONDITION BEFORE PLACING CONCRETE.~~ Designer Note: For modifications to or extensions of existing concrete substructure members where aesthetics is a concern, include this note in an Item 202, as per plan note.~~ 20 SUBSTRUCTURE CONCRETE REMOVAL^^ 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: For modifications to or extensions of existing concrete substructure members where aesthetics is a concern, include this note in an Item 202, as per plan note.~~ 21 TEMPORARY STRUCTURE^^ 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, or if the use of the existing structure is part of the temporary road. See Section 500 for additional information.~~ 22 PILE DRIVING CONSTRAINTS^^ PILE DRIVING CONSTRAINTS: PRIOR TO DRIVING PILES, CON- STRUCT THE SPILL THROUGH SLOPES AND THE BRIDGE APPROACH EMBANKMENT BEHIND THE ABUTMENTS UP TO THE LEVEL OF THE SUB-GRADE 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 EMBANK- MENT HAS BEEN CONSTRUCTED.~~ Designer Note: Use this note for structures with abutments on piles placed in new embankments. The specified distance is generally 200 feet. The distance may also be defined by station to station dimensions.~~ 22A PILE DRIVING CONSTRAINTS^^ PILE DRIVING CONSTRAINTS: PRIOR TO DRIVING PILES, CON- STRUCT 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 AND PIER PILES, FOR PIER(S) ______, UNTIL AFTER THE ABOVE REQUIRED EMBANKMENT HAS BEEN CONSTRUCTED.~~ Designer Note: Use this note for structures with abutments and piers on piles placed in new embankments. The specified distance is generally 200 feet. The distance may also be defined by station to station dimensions. Identify the specific pier(s).~~ 23 PILE DRIVING CONSTRAINTS^^ 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 ELE- VATION PRIOR TO SETTING THE BEAMS ON THE ABUTMENTS.~~ Designer Note: Use this note for structures with wall type abutments on piles placed in new embankment. In some cases, the 1:1 slope may begin at the bottom of the heel of the footing.~~ 23a PILE DRIVING CONSTRAINTS^^ 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: Use this note for MSE wall supported abutments with driven piles.~~ 24 CONSTRUCTION CONSTRAINTS^^ 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 EMBANK- MENT 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 provide note [26] or [27] and this note. Modify the note, as appropriate, for piers constructed on a spread footing foundation.~~ 25 CONSTRUCTION CONSTRAINTS^^ CONSTRUCTION CONSTRAINTS: FILL THE VOID CREATED BY EX- CAVATING FOR THE ABUTMENT FOOTINGS WITH TYPE B GRAN- ULAR 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 ELEVA- TION PRIOR TO CONSTRUCTING THE BACK-WALL AND SETTING THE BEAMS ON THE ABUTMENT.~~ Designer Note: For wall type abutments on spread footings with no new embankment provide note [26] or [27] and this note.~~ 26 ITEM 203 EMBANKMENT, AS PER PLAN^^ 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. 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.~~ 27 ITEM 203 EMBANKMENT, AS PER PLAN^^ ITEM 203 EMBANKMENT, AS PER PLAN: PLACE AND COMPACT EMBANKMENT MATERIAL IN 6 INCH LIFTS FOR THE CONSTRUC- TION 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.~~ 29 PILES TO BEDROCK^^ DRIVE PILES TO REFUSAL ON BEDROCK. DEPARTMENT WILL CON- SIDER REFUSAL TO BE OBTAINED WHEN THE PILE 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 ULTIMATE BEARING VALUE IS __#__ TONS PER PILE FOR THE ____ ABUTMENT PILES. THE ULTIMATE BEARING VALUE IS _#__ TONS PER PILE FOR THE ____ PIER PILES. ABUTMENT PILES: ____ PILES ____ FEET LONG, ORDER LENGTH PIER PILES: ____ PILES ____ FEET LONG, ORDER LENGTH~~ # DESIGNER SHALL SPECIFY THE ULTIMATE BEARING VALUE, THE PILE SIZE (I.E. HP 10X42 [HP 250X62], 12 INCH [300 MM] DIAMETER) AND THE ORDER LENGTH. THE ULTIMATE BEARING VALUE IS TWO (2) TIMES THE DESIGN LOAD, BASED ON ACTUAL DEAD AND LIVE LOADS REQUIRED FOR THE PILE. ULTIMATE BEARING VALUE IS NOT THE MAXIMUM CAPACITY OF THE SELECTED PILE SIZE.~~ 30 PILE DESIGN LOADS (ULTIMATE BEARING VALUE)^^ PILE DESIGN LOADS (ULTIMATE BEARING VALUE): THE ULTI- MATE BEARING VALUE IS ____ TONS PER PILE FOR THE ______ ABUTMENT PILES. THE ULTIMATE BEARING VALUE IS ____ TONS PER PILE FOR THE ____ PIER PILES. ABUTMENT PILES: ____ PILES ____ FEET LONG, ORDER LENGTH ____ DYNAMIC LOAD TESTING ITEMS PIER PILES: ____ PILES ____ FEET LONG, ORDER LENGTH ____ 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. The Designer shall specify the Ultimate Bearing Value and the order length. The Ultimate Bearing Value is two(2) times the design load, based on actual dead and live load required for the pile. Ultimate Bearing Value is not the maximum capacity of the selected pile size.~~ 30A PILE DESIGN LOADS (ULTIMATE BEARING VALUE)^^ PILE DESIGN LOADS (ULTIMATE BEARING VALUE): THE ULTIMATE BEARING VALUE IS ____ TONS PER PILE FOR THE ______ ABUT- MENT PILES. THE ULTIMATE BEARING VALUE IS ____ TONS PER PILE FOR THE PIER PILES. THE PIER PILES INCLUDE AN ADDITIONAL ____ TONS PER PILE OF ULTIMATE BEARING VALUE DUE TO THE POSSIBILITY OF LOSING FRICTIONAL RESISTANCE DUE TO SCOUR. ABUTMENT PILES: ____ PILES ____ FEET LONG, ORDER LENGTH ____ DYNAMIC LOAD TESTING ITEMS PIER PILES: ____ PILES ____ FEET LONG, ORDER LENGTH ____ 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 depth is significant. The Designer shall specify the Ultimate Bearing Value and the order length. The Ultimate Bearing Value is two(2) times the design load, based on actual dead and live load required for the pile. Ultimate Bearing Value is not the maximum capacity of the selected pile size.~~ 30B PILE DESIGN LOADS (ULTIMATE BEARING VALUE)^^ PILE DESIGN LOADS (ULTIMATE BEARING VALUE): THE ULTIMATE BEARING VALUE IS ____ TONS PER PILE FOR THE ______ ABUT- MENT PILES. THE ULTIMATE BEARING VALUE IS ____ TONS PER PILE FOR THE ____ PIER PILES. THE ADDITION OF ____ TONS OF ULTIMATE BEARING VALUE PER ABUTMENT PILE AND ____ TONS PER PIER PILE IS DUE TO THE POSSIBILITY OF DOWN DRAG FORCES INDUCED BY EMBANKMENT SETTLEMENT. ABUTMENT PILES: ____ PILES ____ FEET LONG, ORDER LENGTH ____ DYNAMIC LOAD TESTING ITEMS PIER PILES: ____ PILES ____ FEET LONG, ORDER LENGTH ____ DYNAMIC LOAD TESTING ITEMS~~ Designer Note: This note, modified to fit the conditions, will apply where piles are driven through new embankment and the embankment settlement is expected, by design, to cause calculated downdrag forces. The Designer shall specify the Ultimate Bearing Value and the order length. The Ultimate Bearing Value is two(2) times the design load, based on actual dead and live loads required for the pile. Ultimate Bearing Value is not the maximum capacity of the selected pile size.~~ 30C STATIC LOAD TEST^^ STATIC LOAD TEST: PERFORM DYNAMIC TESTING ON THE FIRST TWO PRODUCTION PILES TO DETERMINE THE REQUIRED BLOW COUNT FOR THE SPECIFIED ULTIMATE BEARING VALUE. PER- FORM 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. 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 RE-STRIKES ON THE FOUR PILES (TWO RE-STRIKE TEST ITEMS). THE ENGINEER WILL REVIEW THE RE- SULTS OF THE PILE RE-STRIKES AND ESTABLISH THE DRIVING CRITERIA FOR THE REMAINING PILING REPRESENTED BY THE TESTING. SUBMIT ALL TEST RESULTS TO THE OFFICE OF GEO-TECHNICAL 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 RE-STRIKE, IF THE PILE HAS NOT REACH- ED 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.~~ 34 ITEM SPECIAL - PILE ENCASEMENT^^ ENCASE ALL STEEL H-PILES FOR THE CAPPED PILE PIERS IN CONCRETE CONFORMING TO C&MS 511 (FCC=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 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 GAL- VANIZED 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 GALVAN- IZING 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.~~ 35 FOUNDATION BEARING PRESSURE^^ FOUNDATION BEARING PRESSURE: ______ FOOTINGS, AS DE- SIGNED, PRODUCE A MAXIMUM BEARING PRESSURE OF ____ TONS PER SQUARE FOOT. THE ALLOWABLE BEARING PRESSURE IS ____ TONS 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. Show the actual calculated maximum bearing pressure under the footing.~~ 35A ITEM 511, CLASS _ CONCRETE, ____, AS PER PLAN^^ 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 REFER- ENCE 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 PRO- JECT 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 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, 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 bearing pressure and to correctly describe the "As Per Plan" bid item.~~ 36 FOOTINGS^^ 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.~~ 37 FOOTINGS^^ FOOTINGS SHALL EXTEND A MINIMUM OF 3 INCHES INTO BED- ROCK 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. Extend the footings more than 3 inches if required by design considerations.~~ 38 FOOTINGS^^ FOOTINGS SHALL EXTEND A MINIMUM OF 3 INCHES INTO BED- ROCK. 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 ELE- VATION, 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. Extend the footings more than 3 inches if required by design considerations. The maximum footing 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.~~ 38A DRILLED SHAFTS^^ THE DESIGN LOAD TO BE SUPPORTED BY EACH DRILLED SHAFT IS ____ TONS AT THE ABUTMENTS AND ____ TONS AT THE PIERS. THIS LOAD IS RESISTED BY SHAFT ADHESION WITHIN A PORTION OF THE BEDROCK SOCKET AND ALSO BY SHAFT END BEARING. THE ALLOWABLE BEDROCK SOCKET ADHESION IS ____ TONS, ASSUMED TO ACT ALONG THE BOTTOM ____ FEET OF THE BED- ROCK SOCKET FOR THE ABUTMENTS AND ____ FEET OF THE BED- ROCK SOCK FOR THE PIERS. THE ALLOWABLE END BEARING PRESSURE IS ____ TONS PER SQUARE FOOT. THE REINFORCING STEEL SHALL BE EPOXY COATED ACCORDING TO 709.00.~~ 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. Fill in the loads and dimensions in this note. Abutment and Pier sections of the note should be removed or revised as required.~~ 39 CONSTRUCTION CLEARANCE^^ CONSTRUCTION CLEARANCE: MAINTAIN A CONSTRUCTION CLEAR- ANCE 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. Fill in the dimensions.~~ 40 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.~~ 41 UTILITY LINES^^ UTILITY LINES: THE UTILITY(IES) SHALL BORE ALL EXPENSE INVOLVED IN RELOCATING (INSTALLING) THE AFFECTED UTILITY LINES. THE CONTRACTOR AND UTILITY(IES) ARE TO COOPERATE BY ARRANGING THEIR WORK IN SUCH A MANNER THAT INCONVEN- IENCE TO EITHER WILL BE HELD TO A MINIMUM.~~ Designer Note: Utilities shall be coordinated by the District Utility Coordinator. The District utilities coordinator shall be contacted for required notes. If existing utilities contain asbestos, or other hazardous materials, plan notes will be required to define what material, what utility line and where located. Designer shall assure any plan notes added are coordinated with the bid item descriptions to assure the Contractor properly bids the item. This note should be used only if utilities are involved and as modified by the district utilities coordinator.~~ 42 EXISTING STRUCTURE VERIFICATION^^ EXISTING STRUCTURE VERIFICATION: DETAILS AND DIMENSIONS SHOWN ON THESE PLANS PERTAINING TO THE EXISTING STRUC- TURE HAVE BEEN OBTAINED FROM PLANS OF THE EXISTING STRUCTURE AND FROM FIELD OBSERVATIONS AND MEASURE- MENTS. CONSEQUENTLY, THEY ARE INDICATIVE OF THE EXIST- ING STRUCTURE AND THE PROPOSED WORK BUT THEY SHALL BE CONSIDERED TENTATIVE AND APPROXIMATE. THE CONTRACTOR IS REFERRED TO CMS SECTIONS 102.05, 105.02 AND 513.04. BASE CONTRACT BID PRICES UPON A RECOGNITION OF THE UNCERTAINTIES DESCRIBED ABOVE AND UPON A PREBID EXAM- INATION OF THE EXISTING STRUCTURE. HOWEVER, THE DE- PARTMENT WILL PAY FOR ALL PROJECT WORK BASED UPON ACTUAL DETAILS AND DIMENSIONS WHICH HAVE BEEN VERIFIED IN THE FIELD.~~ Designer Note: Provide this note on plans for altering, widening or repairing existing structures in order to qualify the plans and to ensure that the Contractor's obligation is clearly stated. The inclusion of this note in the plans does not relieve the designer of the requirements stated in Sections 401 and 405. Delete the reference to 513.04 if structural steel is not involved.~~ 43 ITEM 509 REINFORCING STEEL, REPLACEMENT OF EXISTING REINFORCING STEEL, AS PER PLAN^^ ITEM 509 REINFORCING STEEL, REPLACEMENT OF EXISTING REINFORCING STEEL, AS PER PLAN: REPLACE ALL EXISTING REINFORCING BARS DEEMED BY THE ENGINEER TO BE UNUSABLE BECAUSE OF CORROSION. THE DEPARTMENT WILL MEASURE THE REPLACEMENT REINFORCING STEEL BY THE NUMBER OF POUNDS ACCEPTED IN PLACE. REPLACE ALL EXISTING REINFORCING STEEL BARS WHICH ARE TO BE INCORPORATED INTO THE NEW WORK AND ARE DEEMED BY THE ENGINEER TO BE MADE UNUSABLE BY CONCRETE RE- MOVAL OPERATIONS WITH NEW EPOXY COATED REINFORCING STEEL OF THE SAME SIZE AT NO COST TO THE DEPARTMENT.~~ Designer Note: Place this note in the plans where the preserved existing reinforcing steel which projects from the existing structure after partial removal is to be lapped with new reinforcing steel. Include a bid item as defined above with a specific weight of reinforcing steel.~~ 43A ITEM 509 - EPOXY COATED REINFORCING STEEL, AS PER PLAN^^ ITEM 509 - EPOXY COATED REINFORCING STEEL, AS PER PLAN: IN ADDITION TO THE PROVISIONS OF ITEM 509, FIELD BEND AND/OR FIELD CUT THE REINFORCING STEEL DESIGNATED IN THE PLANS, AS NECESSARY, IN ORDER TO MAINTAIN THE REQUIRED CLEARANCES AND BAR SPACINGS. REPAIR ALL DAMAGE TO THE EPOXY COATING, AS A RESULT OF THIS WORK, ACCORDING TO 709.00.~~ Designer Note: On rehabilitation plans where new reinforcing steel may require field bending and cutting, use this note. Clearly designate in the plans the bar marks to which this note applies.~~ 44 ITEM 513 - STRUCTURAL STEEL MEMBERS, LEVEL UF, AS PER PLAN^^ ITEM 513 - STRUCTURAL STEEL MEMBERS, LEVEL UF, AS PER PLAN: ALL REQUIREMENTS OF 513 APPLY TO SHOP FABRICATED MEMBERS. PERFORM WORK FOR FIELD FABRICATED MEMBERS ACCORD- ING TO ITEM 513, EXCEPT AS MODIFIED HEREIN. THE DEPARTMENT WILL NOT REQUIRE THE CONTRACTOR PERFORMING FIELD FABRI- CATION TO BE PRE-QUALIFIED AS SPECIFIED IN SUPPLEMENT 1078. SUBMIT A WRITTEN LETTER OF MATERIAL ACCEPTANCE IN ACCORDANCE WITH 501.06, TO THE ENGINEER. PROVIDE THE ENGINEER "AS-BUILT" DRAWINGS ACCORDING TO 513.06, EXCEPT 501.04 DOES NOT APPLY. UPON RECEIPT OF THE ENGINEER’S ACCEPTANCE, SUPPLY A COPY OF THE DRAWINGS, ACCORDING TO SUPPLEMENT 1002, TO THE OFFICE OF MATERIAL MANAGEMENT FOR RECORD PURPOSES. THE FOLLOWING MEMBERS ARE INCLUDED IN THIS ITEM: ______ , ______ AND ______.~~ Designer Note: Use this note on bridge rehabilitation projects where repair or replacement of members not designed to carry tension live loads (i.e. cross frames, bearing plates, etc.), consist of materials readily available from a structural warehouse (i.e. angles, channels, bars, etc.) and must be field fabricated to dimensions obtained in the field after contract letting. The recommended bid item quantity for rehabilitation work is in pounds [kilograms] rather than Lump Sum. The Designer should adequately define all steel members to be included in this pay item.~~ 45 ITEM 516 - REFURBISHING BEARING DEVICES, AS PER PLAN^^ ITEM 516 - REFURBISHING BEARING DEVICES, AS PER PLAN: THIS ITEM SHALL INCLUDE ALL WORK NECESSARY TO PROPERLY ALIGN BRIDGE BEARINGS AS WELL AS THEIR CLEANING AND PAINTING. INCLUDED SHALL BE THE DISASSEMBLY OF THE BEARINGS, HAND TOOL CLEANING (GRINDING IF NECESSARY), PAINTING ACCORDING TO ITEM 514, REPLACEMENT OF ANY DAMAGED SHEET LEAD WITH PREFORMED BEARING PADS (711.21), INSTALLATION OF ANY NECESSARY STEEL SHIMS OF THE SAME SIZE AS THE BEARINGS TO PROVIDE A SNUG FIT, REALIGNMENT OF THE UPPER BEARING PLATE BY REMOVING EXISTING WELDS AND RE-WELDING SO THAT THE BEARINGS ARE VERTICALLY ALIGNED AT 60 DEGREES F, LUBRICATING SLIDING SURFACES, AND REASSEMBLY OF THE BEARINGS. ASSURE ALL BEARINGS ARE SHIMMED ADEQUATELY AND THAT NO BEAMS AND/OR BEAR- ING DEVICES ARE "FLOATING". AT NO ADDITIONAL COST TO THE STATE, THE CONTRACTOR MAY INSTALL NEW BEARINGS OF THE SAME TYPE AS THE EXISTING IN PLACE OF REFURBISHING THE BEARINGS. ALL WORK SHALL BE TO THE SATISFACTION OF THE ENGINEER. PAYMENT FOR ALL OF THE ABOVE DE- SCRIBED LABOR AND MATERIALS WILL BE MADE AT THE CON- TRACT PRICE BID FOR ITEM 516 - REFURBISH BEARING DEVICES, AS PER PLAN.~~ Designer Note: When this note is used, a separate plan note and pay quantity for jacking or temporary support of the superstructure is required. Revise this note, as appropriate, to describe the work for the type of bearing being refurbished.~~ 46 ITEM 516, JACKING AND TEMPORARY SUPPORT OF SUPER- STRUCTURE, AS PER PLAN^^ THIS WORK CONSISTS OF RAISING OR RE-POSITIONING EXISTING STRUCTURES TO THE DIMENSIONS AND REQUIREMENTS DEFINED IN THE PROJECT PLANS. SUBMIT CONSTRUCTION PLANS IN ACCORDANCE WITH CMS 501.05. IF, DURING THE JACKING OPERATIONS, CRACKING OF THE CON- CRETE SUPERSTRUCTURE, SEPARATION OF THE CONCRETE DECK FROM THE STEEL STRINGERS, OR OTHER DAMAGE TO THE STRUCTURE IS VISUALLY OBSERVED, IMMEDIATELY CEASE THE JACKING OPERATION AND INSTALL SUPPORTS TO THE SATIS- FACTION OF THE ENGINEER. ANALYZE THE DAMAGE AND SUB- MIT A METHOD OF CORRECTION TO THE ENGINEER FOR APPROVAL. EPOXY INJECT ALL BEAMS THAT SEPARATE FROM THE DECK FOR THE DISTANCE OF THE SEPARATION IN ACCORDANCE WITH CMS 512.07. THE DEPARTMENT WILL NOT PAY FOR THE COST OF THIS EPOXY INJECTION OR OTHER REQUIRED REPAIRS. THE BRIDGE BEARINGS SHALL BE FULLY SEATED AT ALL CON- TACT AREAS. IF FULL SEATING IS NOT ATTAINED, SUBMIT A REPAIR PLAN TO THE ENGINEER. THE DEPARTMENT WILL NOT PAY FOR THE REPAIR COSTS TO ENSURE FULL SEATING ON BEARINGS. THE DEPARTMENT WILL MEASURE THIS WORK ON A LUMP SUM BASIS. THE DEPARTMENT WILL PAY FOR THE ACCEPTED QUANTITIES AT THE CONTRACT PRICE FOR ITEM 516, JACKING AND TEMPORARY SUPPORT OF SUPERSTRUCTURE, AS PER PLAN.~~ Designer Note: Use this note, modified as necessary, where jacking and/or temporary support of the existing superstructure is required. Modifications to this note are often not being performed by the designers. Use of this not without a review of the project may add un-necessary requirements to the jacking process or, in reverse, not be restrictive enough. Designers are again cautioned to appropriately review this note before incorporation into a set of plans.~~ 47 INSPECTION OF EXISTING STRUCTURAL STEEL^^ INSPECTION OF EXISTING STRUCTURAL STEEL: THE ENGINEER WILL VISUALLY INSPECT ALL EXISTING BUTT-WELDED SPLICES AND/OR TOP FLANGE COVER PLATE FILLET WELDS TO ENSURE THE WELDS, PLATES AND BEAMS OR GIRDERS ARE FREE OF DEFECTS AND CRACKS. IF NECESSARY, REMOVE ALL DECK SLAB HAUNCH FORMS IMMEDIATELY ADJACENT TO SUCH WELDS THAT MAY INTERFERE WITH THE ENGINEER'S INSPECTION. THE INSPECTION WILL NOT TAKE PLACE UNTIL THE TOP FLANGES ARE CLEANED ACCORDING TO 511.10, BUT IT WILL BE DONE BEFORE THE DECK SLAB REINFORCEMENT IS INSTALLED. THE DEPARTMENT WILL PAY FOR THE COST ASSOCIATED WITH THIS INSPECTION WITH ITEM 511, SUPERSTRUCTURE CONCRETE. THE ENGINEER WILL REPORT ALL CRACKS FOUND TO THE OFFICE OF CONSTRUCTION ADMINISTRATION, BRIDGE CONSTRUCTION SPE- CIALIST, ALONG WITH SPECIFIC INFORMATION ON LOCATION OF THE CRACKS, LENGTH, AND DEPTH SO AN EVALUATION AND REPAIR OR REPLACEMENT RECOMMENDATION CAN BE MADE.~~ Designer Note: When re-decking a continuous beam bridge containing top flange fillet- welded cover plates and/or field butt-welded beams, provide this note to facilitate the Engineer's inspection of the welded connections.~~ 48 ITEM 517 - RAILING FACED, AS PER PLAN^^ DESCRIPTION: THIS WORK CONSISTS OF FACING CURB STYLE PARAPETS, USING CAST IN PLACE CONCRETE, TO OBTAIN THE DEFLECTOR SHAPE AS SHOWN IN THE PLANS. REMOVAL: CAREFULLY REMOVE THE EXISTING ALUMINUM RAILING, POSTS, CURB PLATES, EXISTING CONCRETE CURB AND BULB ANGLE GUTTER. REMOVE ALL LOOSE OR UNSOUND CONCRETE. REMOVE SOUND CONCRETE, AS NECESSARY, TO OBTAIN A MIN- IMUM 4 INCH THICKNESS OF NEW CONCRETE. DOWEL HOLES AND REINFORCING STEEL: DRILL DOWEL HOLES WHERE SHOWN IN THE PLANS. INSTALL REINFORCING STEEL ACCORDING TO ITEM 510 USING EPOXY GROUT, 705.20. PRIOR TO DRILLING DOWEL HOLES, LOCATE ALL EXISTING REINFORCING STEEL BARS IN THE AREA OF THE HOLE WITH THE AID OF A REINFORCING STEEL BAR LOCATOR (PACHOMETER). IF AN EXISTING BAR IS ENCOUNTERED AT THE SAME LOCATION AS A PROPOSED DOWEL HOLE, MOVE THE DOWEL HOLE TO EITHER SIDE OF THE EXISTING BAR. THE DEPARTMENT WILL PAY FOR ALL REINFORCING STEEL, DOWEL HOLES AND GROUTING WITH ITEM 517. SURFACE PREPARATION: THOROUGHLY CLEAN THE PARAPET SURFACE IN CONTACT WITH THE REFACING WITH DETERGENT TO REMOVE SURFACE CONTAMINANTS. AFTER DETERGENT CLEANING AND WITHIN 24 HOURS OF PLACING CONCRETE, BLAST CLEAN AND AIR BROOM OR POWER SWEEP ALL SURFACES IN CONTACT WITH THE REFACING TO REMOVE ALL SPALLS, LAITANCE, CURING COMPOUNDS, CONCRETE SEALERS AND OTHER CONTAM- INANTS DETRIMENTAL TO THE ACHIEVEMENT OF AN ADEQUATE BOND. ACCEPTABLE BLAST CLEANING METHODS ARE HIGH- PRESSURE WATER BLASTING WITH OR WITHOUT ABRASIVES IN WATER, ABRASIVE BLASTING WITH CONTAINMENT OR VACUUM ABRASIVE BLASTING. USE HAND TOOLS AS NECESSARY TO REMOVE SCALE FROM ANY EXPOSED REINFORCING STEEL. MATERIALS: CONCRETE SHALL BE CLASS QC2 WITH A COMPRESSIVE STRENGTH OF 4500 PSI. FURNISH REINFORCING STEEL ACCORDING TO 709.00, GRADE 60, WITH A MINIMUM YIELD STRENGTH OF 60,000 PSI. CONTROL JOINTS: SAW-CUT 1-1/4 INCH DEEP CONTROL JOINTS ALONG THE PERIMETER OF THE PARAPET AS SOON AS THE SAW CAN BE OPERATED WITHOUT DAMAGING THE CONCRETE. PLACE THE JOINT SAW CUTS AT THE SAME LOCATION AS THE EXISTING DEFLECTION JOINTS. USE AN EDGE GUIDE, FENCE OR JIG TO ENSURE THAT THE CUT JOINT IS STRAIGHT, TRUE AND ALIGNED ON ALL FACES OF THE PARAPET. THE JOINT WIDTH SHALL BE THE WIDTH OF THE SAW BLADE, A NOMINAL WIDTH OF 1/4 INCH. SEAL THE PERIMETER OF THE CONTROL JOINT TO A MINIMUM DEPTH OF ONE INCH WITH A POLYURETHANE OR POLYMERIC MATERIAL CONFORMING TO ASTM C920, TYPE S. LEAVE THE BOTTOM ONE-HALF INCH OF BOTH THE INSIDE AND OUTSIDE FACES OF THE PARAPET UNSEALED TO ALLOW ANY WATER WHICH MAY ENTER THE JOINT TO ESCAPE. METHOD OF MEASUREMENT: THE DEPARTMENT WILL MEASURE THIS ITEM IN FEET BY THE ACTUAL LENGTH OF RAILING FACED BETWEEN THE ENDS OF THE EXISTING CONCRETE PARAPET. BASIS OF PAYMENT: PAYMENT FOR THIS ITEM INCLUDES ALL COSTS OF REMOVAL, DOWEL HOLES, REINFORCING STEEL, CON- CRETE, SHRINKAGE CONTROL JOINTS, EPOXY INJECTION AND INSPECTION PLATFORMS. THE DEPARTMENT WILL PAY FOR ACCEPTED QUANTITIES AT THE CONTRACT PRICE FOR ITEM 517, RAILING FACED, AS PER PLAN.~~ Designer Note: Use the following note where the existing parapet is to be refaced. Modify the list of items in the above removal portion of this note as necessary to fit the actual conditions of your particular project. Include the reinforcing steel in the bar list with appropriate bending diagrams, as necessary, even though the reinforcing steel is included with item 517 for payment. Modify the method of measurement and items of work included in this pay item as necessary to fit your specific project.~~ 55 BEARING PAD SHIMS^^ 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.~~ 55A ITEM 519 - PATCHING CONCRETE STRUCTURES, AS PER PLAN^^ 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.~~ 55B CONVERSION OF STANDARD BRIDGE DRAWINGS^^ CONVERSION OF STANDARD BRIDGE DRAWINGS: THE STANDARD BRIDGE DRAWINGS REFERENCED IN THIS PLAN ARE IN ENGLISH UNITS. ANY CONVERSION OF DIMENSIONS REQUIRED TO CON- STRUCT THE ITEMS SHOWN ON THE STANDARDS IS THE RE- SPONSIBILITY OF THE CONTRACTOR. REFER TO 109.02 FOR A LISTING OF CONVERSION FACTORS. CONVERSIONS SHALL BE APPROPRIATELY PRECISE AND SHALL REFLECT STANDARD IN- DUSTRY METRIC VALUES WHERE SUITABLE.~~ Designer Note: The Department's Standard Bridge Drawings are available in English units only. If the project scope has established that Contract Documents will be prepared in metric units, the Designer has two options: A. Convert the English drawings to metric units. This means removing the standard title blocks and using the converted drawings as plan insert sheets directly in the project plans. In doing so, the Designer assumes responsibility for the accuracy to the converted drawings. CADD files may be downloaded from the ODOT, Office of Structural Engineering web site. B. Specify the English Standard Bridge Drawings in the Plans and use this note:~~ 99 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 AN UNFACTOR- ED HORIZONTAL STRIP LOAD FROM THE SUPERSTRUCTURE OF _____ K/FT APPLIED PERPENDICULAR TO THE FACE OF WALL AT THE BASE OF THE CONCRETE FOOTING.~~ Designer Note: For projects with proprietary retaining wall systems supporting bridge abutments on pile foundations, provide the above note.~~ 100 PILE SPLICES^^ 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, NJ 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 the following note when H-piles are specified.~~ 101 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 CON- TRACT LUMP SUM PRICE FOR COFFERDAMS, CRIBS, AND EXCA- VATION 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.~~ 102 ITEM 511, CLASS QC2 CONCRETE, SUPERSTRUCTURE, AS PER PLAN^^ ITEM 511, CLASS QC2 CONCRETE, SUPERSTRUCTURE, AS PER PLAN: LOCATE THE LOWER CONTACT POINT OF THE OVERHANG FALSE-WORK 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: * 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.~~ 103 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 FALSE-WORK SUPPORT SYSTEM WITHIN THESE PARAMETERS AND WILL ASSUME RESPONSIBILITY FOR SUPER- STRUCTURE 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 FALSE-WORK 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: Refer to BDM Section 302.2.7.2.c for design information regarding finishing machine loads.~~ 107 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.~~ 108 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 [108] 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.~~