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 Xth EDITION* OF THE "LRFD BRIDGE DESIGN SPECIFICATIONS" ADOPTED BY THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPOR- TATION OFFICIALS, ____* AND THE ODOT BRIDGE DESIGN MANUAL, 2020.~~ Designer Note: *Designer should fill-in current edition. 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 STRUC- TURAL ANALYSIS WAS ________. THE BRIDGE COMPONENTS DESIGNED BY THIS METHOD AND THE LIVE LOAD DISTRI- BUTION FACTORS USED WERE: DEAD LOAD DISTRIBUTION: (THE DESIGNER IS TO EXPLAIN THE ASSUMPTIONS USED IN HOW THE DEAD LOAD WAS AP- PLIED 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 1001.2.~~ 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.~~ Designer Note: Refer to BDM Section 1001.3 for guidance.~~ 602.2-1 DESIGN LOADING^^ DESIGN LOADING INCLUDES: VEHICULAR LIVE LOAD: HL-93* FUTURE WEARING SURFACE (FWS) OF 0.0XX** KIPS/SQ.FT THIS BRIDGE RECEIVED AN APPROVED DESIGN EXCEPTION FOR DESIGN LOADING STRUCTURAL CAPACITY.***~~ Designer Note: * HL-93 vehicular live loading is shown. Update designation for vehicular live loading if different. ** Designer should fill-in FWS allowance based on BDM Section 303.1.2 or 401.3 *** Include this portion of the note ONLY when an approved Design Exception for Design Loading Structural Capacity has been granted.~~ 602.2-2 DESIGN LOADING^^ DESIGN LOADING INCLUDES: PEDESTRIAN LIVE LOAD: 0.090 KIPS/SF.~~ Designer Note: For bikeway/pedestrian bridges subject to vehicular traffic, provide the following Design Loading note.~~ 602.2-3 DESIGN LOADING^^ DESIGN LOADING INCLUDES: PEDESTRIAN LIVE LOAD: 0.090 KIPS/SQ.FT. VEHICULAR LIVE LOAD: H15-44 VEHICLE (TRUCK ONLY)~~ Designer Note: None.~~ 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 QC(3), WITH (4) IN MAX AGGREGATE SIZE: COMPRESSIVE STRENGTH 4.5 KSI (DRILLED SHAFT) CONCRETE REINFORCEMENT: UNCOATED STEEL REINFORCEMENT MINIMUM YIELD STRENGTH 60-KSI (5) EPOXY COATED STEEL REINFORCEMENT - MINIMUM YIELD STRENGTH 60-KSI (5) GFRP REINFORCEMENT (5) GALVANIZED STEEL REINFORCEMENT MINIMUM YIELD STRENGTH 60-KSI (5) CHROMIUM STEEL REINFORCEMENT, TYPE (6) MINIMUM YIELD STRENGTH 100-KSI (5) STAINLESS STEEL REINFORCEMENT MINIMUM YIELD STRENGTH 60-KSI (5) STRUCTURAL STEEL - ASTM A709 GRADE (7) - YIELD STRENGTH (7) KSI STEEL H-PILES - ASTM A572 - YIELD STRENGTH 50 KSI STEEL SHEET PILING – ASTM A572 GRADE (8) - YIELD STRENGTH (8) KSI STEEL CIP PILES ASTM A252 GRADE (8) - YIELD STRENGTH (8) 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) Class QC5 Concrete for drilled shafts < 7 -0 , Class QC4 Concrete for drilled shafts = 7 -0 (4) For all drilled shafts, specify the maximum coarse aggregate size based on the spacing of the concrete reinforcement. See BDM Section 305.4.4.3 for guidance. (5) Provide a list describing the general location of the reinforcement in the structure. (e.g. deck, bridge railing, pier, abutment, etc.) (6) Type CS, CM or CL (7) 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 (8) Grade 50 – yield strength 50 ksi, or Grade 55 – yield strength 55 ksi, or Grade 60 – yield strength 60 ksi, or Grade 65 – yield strength 65 ksi, or 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: 0.167 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: 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. 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 above note, modified as necessary to meet AREMA and/or a specific railroad criterion, with all railroad.~~ 602.5.1 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.~~ 602.6-1 ITEM 512 - SEALING OF CONCRETE SURFACES, AS PER PLAN, (PERMANENT GRAAFFITI PROTECTION)^^ APPLY A PERMANENT GRAFFITI COATING QUALIFIED AC- CORDING TO S1083 THAT IS COMPATIBLE WITH THE CON- CRETE SEALER OVER WHICH IT IS APPLIED. APPLY THE GRAFFITI COATING IN ACCORDANCE WITH THE MANUFAC- TURER'S PRINTED INSTRUCTION.~~ Designer Note: Furnish this note when permanent anti-graffiti coatings are required.~~ 602.7-1 SCOUR ELEVATIONS^^ THE DESIGN FLOOD AND CHECK FLOOD SCOUR ELEVATIONS ARE PROVIDED BELOW: REAR FORWARD ABUTMENT PIER 1 PIER 2 ABUTMENT DESIGN FLOOD __________________________________________________ CHECK FLOOD __________________________________________________~~ Designer Note: Adjust the table to fit the project as necessary. Refer to BDM Section 305.1.6 or BDM Section 405.15 as appropriate for more information~~ 602.8 ADHESIVE ANCHOR/DOWEL SYSTEM^^ INSTALL ADHESIVE ANCHORS/DOWELS ACCORDING TO THE MANUFACTURE’S INSTALLATION INSTRUCTIONS PUBLISHED IN THE ICC-ES REPORTS LISTED BELOW. THE HOLES FOR THE ADHESIVE ANCHORS SHALL BE DRILLED WITH A HAMMER DRILL AND CARBIDE BIT PRIOR TO THE INSTALLATION OF THE ANCHORS, CLEAN AND DRY THE HOLES IN A MANNER CONSISTENT WITH THE MANUFACTURE’S REQUIR EMENTS FOR DRY CONCRETE. HTTPS://ICC-ES.ORG/EVALUATION-REPORT-PROGRAM/REPORTS-DIRECTORY/ SELECT FROM ONE OF THE FOLLOWING APPROVED PRODUCTS: ADHESIVE ANCHOR/DOWEL SYSTEM OPTION 1 – ICC-ES ESR REPORT NUMBER ADHESIVE ANCHOR/DOWEL SYSTEM OPTION 2 – ICC-ES ESR REPORT NUMBER FACTORED ANCHOR/DOWEL LOADS: TENSION – KIPS SHEAR – KIPS THE CONTRACTOR MAY USE A SUBSTITUTE ADHESIVE ANCHOR/DOWEL SYSTEM THAT MEETS THE ACCEPTANCE CRITERIA OF ICEES AC308 - POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS. THE SUBSTITUTE ANCHORS SHALL MEET OR EXCEED THE CAPACITY OF THE ADHESIVE ANCHOR/DOWEL SYSTEMS LISTED ABOVE. ADHESIVE ANCHORS/DOWELS SHALL NOT BE SUBSTITUTED WITH MECHANICAL ANCHORS. THE CONTRACTOR SHALL SUPPLY DOCUMENTATION SEALED BY AN OHIO REGISTERED PROFESSIONAL ENGINEER ENSURING THAT THE SUBSTITUTE ADHESIVE ANCHOR/DOWEL SYSTEM PROVIDES SUFFICIENT CAPACITY FOR THIS APPLICATION IN ACCORDANCE WITH AASHTO LRFD SECTION 5.13. INSTALL THE ANCHORS ACCORDING TO THE MANUFACTURER’S INSTALLATION INSTRUCTIONS PUBLISHED IN THE ICC-ES REPORT.~~ NOTE TO DESIGNER: Provide the factored loading for each independent anchor/dowel design in the plans. Refer to BDM Section 406 for guidance 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 below ground line is specified in C&MS 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 CONSTRUC- TION 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 PRESER- VED. 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: When temporary support is not provided for concrete members to be repaired and the Plans show defined removal areas, provide the following note describing the maximum removal limits.~~ 603.1-4 MAXIMUM REMOVAL LIMITS^^ SOUND THE CONCRETE TO DETERMINE THE LIMITS OF THE CONCRETE TO BE REMOVED AND COMPARE THESE LIMITS TO THE AREAS SHOWN IN THE PLANS. IF NEW AREAS ARE DISCOVERED OR IF THE DIMENSIONS OF THE PLAN AREAS INCREASE BY MORE THAN 25% IN ANY DIRECTION, DOCU- MENT THE AREAS AND NOTIFY THE ENGINEER FOR EVALUATION TWO WEEKS PRIOR TO REMOVAL. THE ENGINEER WILL DETER- MIN IF PATCHING IN DISCRETE SECTIONS/STAGES IN IS NEEDED OR IF THE INSTALLATION OF TEMPORARY FALSWORK IS REQUIRED. Designer's Note: The 25% amount shown in this note is a minimum as mentioned in BDM Section 405.2.1. If a larger percentage of removal is considered acceptable, adjust this note accordingly. 603.2-1 ITEM 202, PORTIONS OF STRUCTURE REMOVED, AS PER PLAN DESCRIPTION^^ THIS WORK CONSISTS OF THE REMOVAL OF CONCRETE DECKS INCLUDING SIDEWALKS, CONCRETE BRIDGE RAILINGS, METAL 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 CARE- FULLY 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 CUT- TING 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 PROFES- SIONAL 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 DAMA- GING PRESTRESSED CONCRETE MEMBERS THAT ARE TO BE INCOR- PORATED 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 EX- CEED 90 POUNDS UNLESS APPROVED BY THE ENGINEER. REMOVAL METHODS OVER STRUCTURAL MEMBERS SHALL ENSURE ADEQUATE DEPTH CONTROL AND PREVENT NICKING OR GOUGING THE PRI- MARY 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 PROCE- DURE 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, EQUIP- MENT 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 PERFOR- MING 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 REINFOR- CING 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 BE- GINS. DEPARTMENT ACCEPTANCE IS NOT REQUIRED. THE PROCE- DURE SHALL INCLUDE ALL DETAILS, EQUIPMENT AND METHODS OF REMOVAL OVER THE PRESTRESSED BEAMS AND AROUND THE COMPO- SITE 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 ENGI- NEER 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 REMOV- ED, AS PER PLAN. FOR MODIFICATIONS TO OR EXTENSIONS OF EXISTING CONCRETE SUBSTRUCTURE MEMBERS,INCLUDE THE FOLLOWING NOTES IN AN ITEM 202, ASPER PLAN NOTE.~~ Designer Note: Use this removal note for concrete desk removal projects, where the existing super- structure is to remain. Delete the portions in the note that are not appropriate for the specific project.~~ 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, 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 (1) 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 AND A (2) 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.~~ Designer Note: For structures with abutments on piles placed in new embankments use this note. (1) Generally, 200 feet. Optionally, this distance may be defined by station-to-station dimensions. (2) Estimate the length of the waiting period by determining the time required for 90% of primary settlement to occur. If the designer determines that a waiting period is not necessary, this portion of the plan note may be removed. * Typically, choose one or the other (UBV or to refusal on bedrock), based on whether friction piles or piles to refusal on bedrock are being driven. If setup is to be utilized in the design of friction piles, replace UBV with "the driving criteria determined by setup restrike testing".~~ 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 AND A (3) 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 THE ABUTMENT AND PIER PILES, FOR PIER(S) (2) TO THE UBV* OR TO REFUSAL ON BEDROCK.~~ Designer Note: For structures with abutments and piers on piles placed in new embankments use this note. (1) Generally, 200 feet. Optionally, this distance may be defined by station-to station dimensions. (2) Identify specific piers. (3) Estimate the length of the waiting period by determining the time required for 90% of the primary settlement to occur. If the designer determines that a waiting period is not necessary, this portion of the plan note may be removed. * Typically, choose one or the other (UBV or to refusal on bedrock), based on whether friction piles or piles to refusal on bedrock are being driven. If setup is to be utilized in the design of friction piles, replace UBV with "the driving criteria determined by setup restrike testing".~~ 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 MINI- MUM 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 AND A (1) CALENDAR DAY WAITING PERIOD HAS ELAPSED. THE ENGINEER MAY ADJUST THE LENGTH OF THE WAITING PERIOD BASED ON SETTLEMENT PLATFORM READINGS. AFTER THE SPECIIED WAITING PERIOD HAS ELAPSED, DRIVE ABUTMENT PILES TO THE UBV** OR TO REFUSAL ON BEDROCK. AFTER THE FOOTING AND THE BREAST- WALL 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. (1) Estimate the length of the waiting period by determining the time required for 90% of primary settlement to occur. If the designer determines that a waiting period is not necessary, this portion of the plan note may be removed. * In some cases the bottom of the heel may be used. ** Typically, choose one or the other (UBV or to refusal on bedrock), based on whether friction piles or piles to refusal on bedrock are being driven. If setup is to be utilized in the design of the friction piles, replace UBV with "the driving criteria determined by setup restrike testing.~~ 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 (1) 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. PROVIDE AT LEAST THREE FEET OF PILE ABOVE THE TOP OF THE PILE SLEVE TO MEET THE REQUIREMENTS OF C&MS 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 EMBANK- MENT HAVE BEEN CONSTRUCTED AND A (2) 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 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. (1) Generally, 200 feet. Optionally, this distance May be defined by station-to-station dimensions. (2) Estimate the length of the waiting period by determining the time required for 90% of primary settlement to occur. If the designer determins that a waiting period is not necessary, this portion of the plan note may be removed. * Typically, choose one or the other (UBV or to refusal on bedrock), based on whether friction piles or piles to refusal on bedrock are being driven. If setup is to be utilized in the design of friction piles, replace UBV with "the driving criteria determined by setup restrike testing".~~ 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 (1) BEHIND THE ABUTMENTS. DO NOT BEGIN THE CONSTRUCTION OF THE SPREAD FOOTING FOUNDA- TIONS UNTIL AFTER THE ABOVE REQUIRED EMBANKMENT HAS BEEN CONSTRUCTED AND A (2) CALENDAR DAY WAITING PERIOD HAS ELASPED. THE ENGINEER MAY ADJUST THE LENGTH OF THE WAITING PERIOD BASED ON SETTLEMENT PLATFORM READ- INGS. AFTER THE ABUTMENT FOOTING AND BREASTWALL ARE COMPLETED, AND PRIOR TO SETTING SUPERSTRUCTURE MEMBERS, CONSTRUCT THE EMBANKMENT IMMEDIATELY BEHIND THE ABUT- MENT UP TO THE BEAM SEAT ELEVATION, AND ON A 1:1 SLOPE UP TO THE SUBGRADE ELEVATION, WITH TYPE B GRANULAR MATERIAL CONFORMING TO 703.16C.~~ 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 605.3-1 or 605.3-2 and the above note. Modify this note, as appropriate, for piers constructed on a spread footing foundation. (1) Generally, 250-ft. Optionally, this distance may be defioned by station-to-station dimensions. (2) Estimate the length of the waiting period by determining the time required for 90% of primary settlement to occur. If the designer determines that a waiting period is not necessary, this portion of the plan note may be removed. ~~ 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.~~ 605.5.1 PROPRIETARY RETAINING WALL DATA^^ THE PROPRIETARY WALL SUPPLIER SHALL DESIGN THE INTERNAL STABILITY OF A MECHANICALLY STABILIZED EARTH (MSE) WALL IN ACCORDANCE WITH SS 840 TO SUPPORT THE ABUTMENT. THE DESIGN FOR INTERNAL STABILITY SHALL INCLUDE A NOMINAL (I.E. UNFACT- ORED) 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 SUPPLI- ER SHALL INCLUDE EARTH PRESSURE LOADS FROM THE ABUTMENT BACKFILL IN THE DESIGN CALCULATIONS.~~ Designer Note: Provide this note for projects with proprietary retaining wall systems supporting bridge abutments on pile foundations. This note appplies 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 303.1.3). 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.~~ 605.5-2 FOUNDATION BEARING RESISTANCE^^ THE (1) REINFORCED SOIL MASS, AS DESIGNED, PRODUCES A MAXIMUM SERVICE LIMIT STATE BEARING PRESSURE OF (2) KIPS PER SQUARE FOOT AND A MAXIMUM STRENGTH LIMIT STATE BEARING 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 mechanically stabilized earth (MSE) retaining walls or abutments. (1) Specify the location of the MSE wall. (2) Specify the maximum factored bearing pressures. (3) Specify the factored bearing resistance according to LRFD 10.6.3 and 11.10.5.4 and BDM Section 305.2.1.~~ 605.6-1 SHAFT DRILLING CONSTRAINTS^^ PRIOR TO DRILLING SHAFTS, CONSTRUCT THE SPILL THROUGH SLOPES AND THE BRIDGE APPROACH EMBANK- MENT BEHINE THE ABUTMENTS UP TO THE LEVEL OF THE SUBGRADE ELEVATORS FOR A MINIMUM DISTANCE OF (1) BEHIND EACH ABUTMENT. DO NOT BEGIN THE EXCAVATION FOR THE ABUTMENT FOOTINGS AND THE DRILLING OF THE ABUTMENT SHAFTS UNTIL AFTER THE ABOVE REQUIRED EMBANKMENT HAS BEEN CONSTRUCTED AND A (2) CALENDAR DAY WAITING PERIOD HAS ELAP- SED. THE ENGINEER MAY ADJUST THE LENGTH OF THE WAITING PERIOD BASED ON SETTLEMENT PLATFORM READINGS.~~ Designer Note: Use this note for structures with abutments on drilled shafts placed in new embankment. (1) Generally, 200-ft. Optionally, this distance may be defined by station-to-station dimensions. (2) Estimate the length of the waiting period by determing the time required for 90% of settlement to occur. If the designer determines that a waiting period is not neces- sary, this portion of the plan not may be removed.~~ 605.6-2 SHAFT DRILLING CONTRAINTS^^ PRIOR TO DRILLING SHAFTS, CONSTRUCT THE SPILL THROUGH SLOPES AND THE BRIDGE APPROACH EMBANK- MENT BEHIND THE ABUTMENT UP TO THE LEVEL OF THE SUBGRADE ELEVATION FOR A MINIMUM DISTANCE OF (1) BEHIND EACH ABUTMENT. DO NOT BEGIN THE EX- CAVATION FOR THE ABUTMENT FOOTING AND THE DRIL- LING OF THE ABUTMENT AND PIER SHAFTS, FOR PIER(S) (2), UNTIL AFTER THE ABOVE REQUIRED EMBANKMENT HAS BEEN CONSTRUCTED AND A (3) CALENDAR DAY WAITING PERIOD HAS ELASPED. THE ENGINEER MAY ADJUST THE LENGTH OF THE WAITING PERIOD BASED ON SETTLEMENT PLATFORM READINGS.~~ Designer Note: Use this note for structures with abutments and piers on drilled shafts placed in new embankments. (1) Generally, 200-ft. Optionally, this distance may be defined by station-to-station dimension. (2) Identify specific piers. (3) Estimate the length of the waiting period by determining the time required for 90% of primary settlement to occur. If the designer determines that a waiting period is not necessary, this portion of the plan note may be removed.~~ 605.6-3 SHAFT DRILLING CONSTRAINTS^^ PRIOR TO DRILLING SHAFTS AT THE ABUTMENT, 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 SUBRADE ELEVATION AND FOR A MINIMUM DISTANCE OF 250-FT BEHIND THE ABUTMENTS. DO NOT BE- GIN THE DRILLING OF THE ABUTMENT SHAFTS UNTIL AFTER THE ABOVE REQUIRED EMBANKMENT HAS BEEN CONSTRUCTED AND A (1) CALENDAR DAY WAITING PERIOD HAS ELASPED. THE ENGINEER MAY ADJUST THE LENGTH OF WAITING PERIOD BASED ON SETTLEMENT PLATFORM READINGS. AFTER THE FOOTING AND THE BREASTWALL HAVE BEEN CONSTRUCTED, CONSTRUCT THE EMBANKMENT IMMEDIATELY BEHIND THE ABUT- MENTS 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: Use this note for structures with wall type abutments on drilled shafts placed in new embankment. * In some cases, the bottom of the heel may be used. (1) Estimate the length of the waiting period by determining the time required for 90% of primary settlement to occur. If the designer determines that a waiting period is not necessary, this portion of the plan note may be removed.~~ 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 PROVIDE PLAIN CYLINDRICAL CASINGS WITH A MINIMUM PILE WALL THICKNESS OF (5) INCH FOR THE CAST-IN PLACE REINFORCED CONCRETE PILES.~~ 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 305.3.5.2. (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 305.3.5.2. (5) 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 all piles are H-piles.~~ 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 PROVIDE PLAIN CYLINDRICAL CASINGS WITH A MINIMUM PILE WALL THICKNESS OF (6) INCH FOR THE CAST-IN PLACE REINFORCED CONCRETE PILES.~~ 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 305.3.2. (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 305.3.5.2. (6) 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 all piles are H-piles.~~ 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 PROVIDE PLAIN CYLINDRICAL CASINGS WITH A MINIMUM PILE WALL THICKNESS OF (6) INCH FOR THE CAST-IN- PLACE REINFORCED CONCRETE PILES.~~ 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 305.3.2. (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 305.3.5.2. (6) 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 all piles are H-piles.~~ 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 PROVIDE PLAIN CYLINDRICAL CASINGS WITH A MINIMUM PILE WALL THICKNESS OF (6) INCH FOR THE CAST-IN- PLACE REINFORCED CONCRETE PILES.~~ 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 305.3.2. (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 305.7.1. (5) Specify the number of dynamic load testing items according to BDM Section 305.7.1. (6) 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 all piles are H-piles.~~ 606.2-2 PILE DESIGN LOADS (ULTIMATE BEARING VALUE)^^ THE ULTIMATE BEARING VALUE (UBV) IS _(1)_ KIPS PER PILE FOR THE _(2)_ ABUTMENT PILES. THE UBV IS _(1)_ KIPS PER PILE FOR THE PIER PILES. THE UBV FOR THE PIER PILES INCLUDE AN ADDITIONAL (3) KIPS PER PILE DUE TO THE POSSIBILITY OF LOSING (7) FT. OF FRICTIONAL RESISTANCE DUE TO SCOUR. DRIVE THE PIER PILES TO THE UBV OR TO A TIP ELE- VATION OF (8), WHICHEVER IS DEEPER. 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 PROVIDE PLAIN CYLINDRICAL CASINGS WITH A MINIMUM PILE WALL THICKNESS OF (9) INCH FOR THE CAST-IN- PLACE REINFORCED CONCRETE PILES.~~ 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 305.3.2. (2) Specify the location of piles for each Ultimate Bearing Value. (3) Specify the additional amount of Ultimate Bearing Value according to BDM Section 305.3.2. (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 305.3.5.2. (6) Specify the number of dynamic load testing items according to BDM Section 305.7.1. (7) Specify the scour depth. (8) Specify the tip elevation according to BDM Section 305.3.2.1. 9) 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 all piles are H-piles.~~ 606.2-3 STATIC LOAD TEST^^ PERFORM DYNAMIC TESTING ON THE FIRST TWO PRODUCTION PILES TO DETERMINE THE REQUIRED BLOW COUNT FOR THE SPECIFIED ULTIMATE BEAR- ING 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 AT THE SUBSTRUCTURE FOR A MINIMUM OF * DAYS. AFTER THE WAITING PERIOD, PERFORM THE STATIC LOAD TEST, AND THEN PERFORM PILE RESTRIKES ON THE FOUR PILES (TWO RESTRIKE TEST ITEMS). PERFORM A CAPWAP ANALYSIS ON EACH PILE TESTED FOR EVERY DYNAMIC LOAD TEST AND EVERY RESTRIKE TEST. 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. IF THE RESTRIKE TEST RESULTS INDICATE THAT ANY OF THE FOUR PILES DID NOT ACHIEVE THE REQUIRED UBV, DRIVE THE PILE TO THE ESTA- BLISHED DRIVING CRITERIA. FOR SUBSEQUENT STATIC LOAD TESTS, UPON COMP- LETION 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.~~ Designer Note: Provide this note when Static Load Testing is required according to BDM Section 305.7.2. Modify the now as necessary to fit the specific condition. * The typical wait period is 7 days. If substantial pile setup is expected, consult BDM Table 606-1 for a recommended wait period. Potential impact on the construction schedule may also prove to be the limiting factor.~~ 606.2-4 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 305.3.5.2.~~ 606.3 STEEL PILE POINTS OR SHOES^^ WHERE STEEL POINTS OR SHOES ARE REQUIRED, ADD ONE OF THE FOLLOWING SENTENCES TO THE END OF THE PROVIDED PLAN NOTE FROM BDM SECTION 606.1 OR 606.2, AS APPROPRIATE. SEE BDM SECTION 305.3.5.6 FOR GUIDANCE. WHERE STEEL H-PILES ARE SPECIFIED ADD THE FOLLOWING NOTE: (606.3-1): USE STEEL PILE POINTS TO PROTECT THE TIPS OF THE PROPPOSED STEEL H-PILES AT (1). * WHERE CIP REINFORCED CONCRETE PIPE PILES ARE SPECI- FIED, ADD THE FOLLOWING PLAN NOTE: (606.3-2): USE CONICAL STEEL PILE POINTS TO PRO- TECT THE TIPSS OF THE PROPOSED STEEL CIP REINFORCED CONCRETE PIPE PILES AT (1). * WHERE STEEL OPEN-ENDED PIPE PILES ARE SPECIFIED, ADD THE FOLLOWING NOTE: (606.3-3): USE OPEN-END CUTTING SHOES TO PROTECT THE TIPS OF THE PROPOSED STEEL OPEN- ENDED PIPE PILES AT (1). * WHEN DRIVING OPEN-ENDED PIPE PILES TO REFUSAL ON BEDROCK, AND DRIVING STRESSES AT THE BEDROCK CON- TACT ARE EXPECTED TO EXCEED THE COMPRESSIVE DRIVING RESISTANCE OF THE PIPE PILE, PROVIDE THE FOLLOWING NOTE: (606.3-4): ITEM 507, PILING, MISC.: (2) DIAMETER PIPE PILES, FURNISHED, AS PER PLAN: THE MINIMUM PILE WALL THICKNESS FOR THE BOTTOM (3) FEET OF THE PILES IS TO BE (4) INCHES AT (1). PERFORM WEL- DING OF THIS PILE SECTION IN SHOP. Designer Note: * Include ITEM 507, STEEL POINTS OR SHOES in the estimated quantities. (1) Specify the substructure unit(s) or location of piles to be protected by steel points or shoes. (2) Specify the diameter of the open-ended pipe piles in inches. (3) Specify the length of the thickened section of the open-ended pipe piles. Provide one pile diameter when the angle between the axis of the pile and the bedrock surface is greater than 60 degrees; otherwise, provide two diameters. (4) Specify the thickness of the thickened section of the open-ended pipe piles.~~ 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. 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 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 305.2.1. When abutments or piers are supported by spread footings and significant settlement is predicted in accordance with BDM Section 305.2.1.1, include the following 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.~~ 606.6-2 ITEM 623, MONUMENT ASSEMBLY, AS PER PLAN^^ 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. PROVIDE THE ENGINEER AN ELECTRONIC DOCUMENT IN PORTABLE DOCUMENT FORMAT (PDF) WITH THE COMPLETED TABLES AFTER THE FINAL MEASUREMENTS ARE RECORDED. THE DOCUMENT WILL BECOME PART OF THE DISTRICT S PROJECT PLAN RECORDS. PID NUMBER: * MAXIMUM FACTORED BEARING PRESSURE: * BRIDGE NUMBER: * STRUCTURE FILE NUMBER: * BENCHMARK LOCATION: FOOTING LOCATION: * MONITORING PERIOD DATE OF LEFT RIGHT MEASUREMENT MONUMENT MONUMENT WITHIN 24-HR AFTER FOOTING CONCRETE IS PLACED ____________ __________ ________ WITHIN 24-HR BEFORE PLACEMENT OF SUPERSTRUCTURE MEMBERS ____________ __________ ________ WITHIN 24-HR BEFORE DECK PLACEMENT ____________ __________ ________ WITHIN 24-HR AFTER DECK PLACEMENT ____________ __________ ________ WITHIN 24-HR BEFORE APPLICATION OF TRAFFIC LOADING ON FOOTING~~ ____________ __________ ________ Designer Note: *The Designer shall modify items marked with an asterisk to describe the pier and/or abutment footing location, PID number, bridge number, SFN and maximum factored bearing. When retaining walls are supported by spread footings footings and significant settlement is predicted in accordance with BDM Section 305.2.1.1, include the following 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.~~ 606.6-3 ITEM 623, MONUMENT ASSEMBLY, AS PER PLAN^^ INSTALL REFERENCE MONUMENTS IN THE RETAINING WALL FOOTING AT THE LOCATIONS SHOWN IN THE TABLE BELOW. 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. PROVIDE THE ENGINEER AN ELECTRONIC DOCUMENT IN PORTABLE DOCUMENT FORMAT (PDF) WITH THE COMPLETED TABLES AFTER THE FINAL MEASUREMENTS ARE RECORDED. THE DOCUMENT WILL BECOME PART OF THE DISTRICT S PROJECT PLAN RECORDS. PID NUMBER: * C-R-S, PID * WALL: * BENCHMARK LOCATION: MONUMENT LOCATIONS: DATE OF MONUMENT #1 * MONUMENT #2 * MONUMENT #3 * MEASUREMENT MAXIMUM FACTORED BEARING PRESSURE: * * * * MONITORING PERIOD WITHIN 24-HR AFTER FOOTING CONCRETE IS PLACED: WITHIN 24-HR AFTER STEM CONCRETE IS PLACED: WITHIN 24-HR AFTER CONCRETE BRIDGE RAILING IS PLACED: PROJECT COMPLETION:~~ Designer Note: The Designer shall modify items marked with an asterisk to describe the project county-route-section (C-RS) designation and PID, wall number or name, monument locations (baseline, stations, and offsets), and maximum factored bearing pressures. Specify a number of reference monuments appropriate for the length and geometry of each wall. At least one reference monument should be included per each of the foundation sub-units for which bearing pressures and resistances are calculated in the SFE Report, or wherever there is a change in geometry, such as a step in the footing; with one monument per every approximately 50-ft to 100-ft of wall length; including one reference monument at each end of the wall, located approximately 1.0- ft in from the ends of the wall footing. Modify the table to include a column for each reference monument if there are more than four.~~ 606.6-4 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 elevations.~~ 606.6.5 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.~~ 606.6-6 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 OFFICE OF GEOTECHNICAL ENGINEERING, BUT TO AN ELEVATION NOT HIGHER THAN ** FEET. STEPPING OF INDIVIDUAL FOOTINGS WILL NOT BE PERMITTED UNLESS SHOWN ON THE PLANS.~~ Designer Note: Provide the follwoing 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 affect an appreciable savings. * Shall be greater than 3 inches if required by design considerations. ** The maximum elevation allowed should assure that the minimum soil cover over the footing is obtained; clearance from the superstructure lto the finished ground elevation meets standards; quality of bedrock material at that eleva- tion is adequate; and minimum embedment into the bedrock material will not be adversely affected.~~ 606.7-1 PILE DRIVING^^ USE A PILE DRIVING HAMMER OF A (1) RATED ENERGY OF (2) FOOT-POUNDS TO INSTALL THE PILES. ENSURE THAT STRESSES IN THE PILES DURING DRIVING DO NOT EXCEED (3) POUNDS PER SQUARE INCH.~~ Designer Note: Provide the following note whenever it is necessary to specify a pile driving hammer minimum or maximum rated energy for driven piling. (1) Specify if the pile driving hammer rated energy a minimum (use “not less than” in the plan note) or a maximum (use “not greater than” in the plan note). (2) Specify the hammer rated energy in accordance with BDM Section 305.3.1.2. (3) Specify the limiting pile driving stress in accordance with BDM Section 305.3.4. If piles of multiple types or steel grades are to be driven, specify the pile groups and locations separately in the note. (For example: “Use a pile driving hammer with a rated energy of not less than 47,000 foot-pounds to install the piles. Ensure that stresses in the piles during driving do not exceed 40.5 pounds per square inch.”.~~ 606.7-2 ITEM 530 SPECIAL – STRUCTURAL SURVEY AND MONITORING OF VIBRATION^^ MONITOR GROUND VIBRATIONS CAUSED BY PILE DRIVING TO MINIMIZE THE POTENTIAL DAMAGE TO EXISTING STRUCTURES. RETAIN AN EXPERIENCED VIBRATION SPECIALIST TO ES- TABLISH THE ACCEPTABLE VIBRATION LIMITS AND TO PERFORM THE VIBRATION MONITORING. USE A VIBRATION SPECIALIST THAT IS AN EXPERT INTHE INTERPRETATION OF VIBRATION DATA, AND WHO MEETS ONE OF THE FOLLOW- ING CRITERIA: 1) IS A REGISTERED ENGINEER WITH AT LEAST TWO YEARS OF PROVEN EXPERIENCE IN MONITORING VIBRATIONS ON SIMILAR CONSTRUCTION PROJECTS, OR 2) HAS AT LEAST FIVE EYARS OF PROVEN EXPERIENCE IN MONITORING VIBRATIONS ON SIMILAR CONSTRUCTION PROECTS. DO NOT USE A VIBRATION SPECIALIST THAT IS AN EMPLOYEE OF THE CONTRACTOR. SUBMIT A RESUME OF THE CREDENTIALS OF THE PROPOSED VIBRATION SPECIALIST AT, OR BEFORE, THE PRECON- STRUCTION MEETING. INCLUDE IN THE RESUME A LIST OF CONSTRUCTION PROJECTS ON WHICH THE VIBRATION SPECIALIST WAS RESPONSIBLY IN CHARGE OF MONITORING THE VIBRATIONS. LIST A DESCRIPTION OF THE PROJECTS, WITH DETAILS OF THE VIBRATION INTERPRETATIONS MADE ON THE PROJECT. LIST THE NAMES AND TELEPHONE NUM- BERS OF PROJECT OWNERS WITH SUFFICIENT KNOWLEDGE OF THE PROJECTS TO VERIFY THE SUBMITTED INFORMA- TION. OBTAIN THE ENGINEER'S ACCEPTANCE OF THE VIBRATION SPECIALIST BEFORE BEGINNING ANY PILE DRIVING WORK. ALLOW 30 DAYS FOR THE REVIEW OF THIS DOCUMENTATION. USE SEISMOGRAPHS CAPABLE OF CONTINUOUSLY RECORDING THE PEAK PARTICLE VELOCITY FOR THREE MUTUALLY PER- PENDICULAR COMPONENTS OF VIBRATION, AND OF PROVIDING A PERMANENT RECORD OF THE ENTIRE VIBRATION EVENT. USE A SUFFICIENT NUMBER OF SEISMOGRAPHS TO PROVIDE REDUNDANCY IN CASE ONE DEVICE SHOULD FAIL. SUBMIT A PLAN OF THE PROPOSED SEISMOGRAPH LOCATIONS TO THE ENGINEER FOR REVIEW. THE VIBRATION SPECIALIST SHALL PERFORM THE FOLLOWING: 1. MEASURE THE AMBIENT GROUND VIBRATIONS NEAR EXIST- ING STRUCTURES BEFORE PILE DRIVING BEGINS. 2. ESTABLISH VIBRATION LIMITS TO MINIMIZE POTENTIAL DAMAGE TO EXISTING STRUCTURES AND EXPLAIN WHY THEY ARE BEING USED TO THE ENGINEER BEFORE DRI- VING PILES NEAR EXISTING STRUCTURES. 3. MONITOR GROUND VIBRATIONS DURING PILE DRIVINB. 4. IMMEDIATELY INFORM THE CONTRACTOR AND ENGINEER IF THE VIBRATION LIMITS ARE REACHED OR EXCEEDED. 5. FURNISH THE DATA RECORDED AND INCLUDE THE FOL- LOWING: A. IDENTIFICATION OF SEISMOGRAPH. B. DISTANCE AND DIRECTION OF SEISMOGRAPH FROM PILE DRIVING. C. START TIME AND DURATION OF PILE DRIVING. D. LIST OF PILES DRIVEN DURING EACH MONITOR- ING INTERVAL. IMMEDIATELY SUSPEND ALL PILE DRIVING IF THE VIBRA- TION LIMITS ARE REACHED OR EXCEEDED. EVALUATE AL- TERNATIVE CONSTRUCTION PROCEDURES, SUCH AS PREBORED HOLES, TO REDUCE THE VIBRATIONS. SUBMIT THREE COPIES OF THE FINAL REPORT WHICH CON- TAINS ALL MEASUREMENTS, INTERPRETATIONS, AND RECOM- MENDATIONS TO THE ENGINEER. THE DEPARTMENT WILL PAY FOR THIS ITEM AT THE CONTRACT LUMP SUM PRICE FOR r ITEM 530 SPECIAL – STRUCTURAL SURVEY AND MONITORING OF VIBRATION THE DEPARTMENT WILL PAY THE FINAL TWENTY PERCENT AFTER THE ENGINEER RECEIVES THE FINAL REPORT. THE DEPARTMENT WILL PAY ACCORDING TO C&MS 109.05 FOR ALTERNATIVE CONSTRUCTION PROCEDURES THAT THE ENGINEER DETERMINES ARE NECESSARY TO REDUCE VIBRATIONS.~~ Designer Note: (1) Specify the reason for vibration monitoring, and the structures that are the subject of monitoring: Damage to: _____ (e.g., Damage to the 60-in brick sewer running from northwest to southeast and located approximately 30-ft from the proposed rear abutment ) Unacceptable levels of vibration annoyance with respect to human response at: _____ (e.g., Unaccetable levels of vibration annoyance with respect to human response at Marion General Hospital ) Interference with building function of: (e.g., Interference with building function of Holman Testing Laboratories ) Whenever a preconstruction condition survey is required, add the following note to the bottom of Plan Note 606.7-2. See BDM Section 305.3.6 for guidance. Before pile driving begins, conduct a condition survey of all existing buildings, structures, and utilities within 200-ft of the pile driving work. The purpose of the survey is to document the condition of the buildings, structures, or utilities prior to pile driving, so that claims of damage caused by the pile driving can be verified. Retain an experienced vibration specialist to perform or supervise the condition survey. Use a vibration specialist that meets the qualification requirements for vibration monitoring. Record the condition of existing structures and building materials, using written text, photographs, and video recordings. Inspect interior walls, ceilings, and floors that are accessible. Inspect the exterior of the building that is visible from ground level. Also record the location, size, and type of all cracks and other structural deficiencies. If owners or occupants fail to allow access to the property for the preconstruction condition survey, send a certified letter to the owner or occupant. Document the notification effort and the certified letter in the report. Submit three copies of a report to the Engineer that summarizes the preconstruction condition of the buildings, structures, and utilities, and that identifies areas of concern. Payment for the preconstruction condition survey is inclusive of the contract lump sum price for ITEM 530 SPECIAL – STRUCTURAL SURVEY AND MONITORING OF VIBRATION. Provide this note whenever vibration monitoring is specified. See BDM Section 305.3.6 for guidance.~~ 606.7-3 ITEM SPECIAL - STRUCTURE MISC.: PRECONSTRUCTION CONDITION SURVEY^^ BEFORE PILE DRIVING BEGINS, CONDUCT A CONDITION SURVEY OF ALL EXISTING BUILDINGS, STRUCTURES, AND UTILITIES WITHIN 200-FT OF THE PILE DRIVING WORK. THE PURPOSE OF THE SURVEY IS TO DOCUMENT THE CON- DITION OF THE BUILDINGS, STRUCTURES, OR UTILITIES PRIOR TO PILE DRIVING, SO THAT CLAIMS OF DAMAGE CAUSED BY THE PILE DRIVING CAN BE VERIFIED. RETAIN AN EXPERIENCED VIBRATION SPECIALIST TO PER- FORM OR SUPERVISE THE CONDITION SURVEY. USE A VIBRATION SPECIALIST THAT MEETS THE QUALIFICATION REQUIREMENTS FOR VIBRATION MONITORING. RECORD THE CONDITIONOF EXISTING STRUCTURES AND BUILDING MATERIALS, USING WRITTEN TEXT, PHOTOGRAPHS, AND VIDEO RECORDINGS. INSPECT INTERIOR WALLS, CEILINGS, AND FLOORS THAT ARE ACCESSIBLE. INSPECT THE EXTERIOR OF THE BUILDING THAT IS VISIBLE FROM GROUND LEVEL. ALSO RECORD THE LOCATION, SIZE, AND TYPE OF ALL CRACKS AND OTHER STRUCTURAL DEFICIENCIES. IF OWNERS, OR OCCUPANTS, FAIL TO ALLOW ACCESS TO THE PROPERTY FOR THE PRECONSTRUCTION CONDITION SURVEY, SEND A CERTIFIED LETTER TO THE OWNER OR OCCUPANT. DOCUMENT THE NOTIFICATION EFFORT AND THE CERTIFIED LETTER IN THE REPORT. SUBMIT THREE COPIES OF THE REPORT TO THE ENGINEER THAT SUMMARIZES THE PRECONSTRUCTION CONDITION OF THE BUILDINGS, STRUCTURES, AND UTILITIES, AND THAT IDENTIFIES AREAS OF CONCERN. THE DEPARTMENT WILL PAY FOR THIS ITEM AT THE CON- TRACT LUMP SUM PRICE FOR ITEM SPECIAL - STRUCTURE MISC.: PRECONSTRUCTION CONDITION SURVEY.~~ Designer Note: Provide this note whenever a preconstruction condition survey is specified. See BDM Section 305.3.6 for guidance.~~ 606.7-4 PILES DRIVEN TO FULL ESTIMATED LENGTH WITH PILE/SOIL SETUP^^ THE ULTIMATE BEARING VALUE (UBV) IS (1) KIPS PER PILE FOR THE (2) (3) PILES. PART OF THE UBV WILL BE ACHIEVED THROUGH PILE/SOIL SETUP, WHICH IS A TIME DEPENDENT INCREASE IN RESISTANCE THAT OCCURS IN SOME SOILS. NOTIFY THE ENGINEER AT LEAST 5 DAYS BEFORE DRIVING PILES SO THAT THE ENGINEER CAN NOTIFY THE DISTRICT GEOTECHNICAL ENGINEER, THE OFFICE OF CONSTRUCTION ADMINISTRATION, AND THE OFFICE OF GEOTECHNICAL ENGINEERING. DRIVE THE FIRST TWO PILES AT THE (3) TO THE FULL ESTIMATED LENGTH OF (4) FEET. PERFORM DYNAMIC LOAD TESTING ON BOTH PILES WHILE DRIVING. AFTER DRIVING AND TESTING THE FIRST TWO PILES, DRIVE THE REMAINING PILES IN THE SUBSTRUCTURE TO THE SAME DEPTH AS THE FIRST TWO PILES. AFTER DRIVING ALL PILES TO THE ESTIMATED LENGTH, CEASE ALL DRIVING OPERATIONS AT THE SUBSTRUCTURE FOR A PERIOD OF * DAYS. INCLUDE THE WAITING PERIOD AS A SEPARATE ACTIVITY IN THE PROGRESS SCHEDULE. AFTER THE WAITING PERIOD, PERFORM PILE RESTRIKES ON BOTH OF THE FIRST TWO PILES (ONE RESTRIKE ITEM). SUBMIT ALL TEST RESULTS TO THE ENGINEER. IF THE RESTRIKE TEST RESULTS INDICATE THAT BOTH PILES ACHIEVED THE REQUIRED UBV, ALL PILES IN THE SUBSTRUCTURE MAY BE ACCEPTED BY THE ENGINEER. IF THE RESTRIKE TEST RESULTS INDICATE THAT EITHER OF THE TWO PILES DID NOT ACHIEVE THE REQUIRED UBV, IMMEDIATELY NOTIFY THE ENGINEER SO THAT THE ENGINEER CAN NOTIFY THE DISTRICT GEOTECHNICAL ENGINEER, THE OFFICE OF CONSTRUCTION ADMINISTRATION, AND THE OFFICE OF GEOTECHNICAL ENGINEERING. THE ENGINEER WILL REVIEW THE TEST RESULTS AND ESTABLISH ADDITIONAL RESTRIKE TESTING OR DRIVING CRITERIA FOR THE PILING IN THE SUBSTRUCTURE WITH THE ASSISTANCE OF THE DISTRICT GEOTECHNICAL ENGINEER, THE OFFICE OF CONSTRUCTION ADMINISTRATION, AND THE OFFICE OF GEOTECHNICAL ENGINEERING. IF DIRECTED BY THE ENGINEER, PERFORM ADDITIONAL RESTRIKE TESTING OR DRIVE ALL PILES IN THE SUBSTRUCTURE TO THE ESTABLISHED DRIVING CRITERIA. THE DEPARTMENT WILL PAY FOR SPLICING OF THE PILES BEYOND THE ESTIMATED LENGTH PROVIDED IN THE PLANS UNDER C&MS 109.05 WITH A NEGOTIATED PRICE PER SPLICE. THIS PLAN NOTE INCLUDES A QUANTITY OF ONE EACH ITEM 523 DYNAMIC LOAD TESTING, AS PER PLAN AND A QUANTITY OF ONE EACH ITEM 523 RESTRIKE, AS PER PLAN PER EACH SUBSTRUCTURE UNIT.~~ Designer Note: Provide the following note whenever piles are to be driven to the full estimated length and use setup and a waiting period with restrikes to prove the final ultimate bearing value (UBV). (1) Specify the Ultimate Bearing Value according to BDM Section 305.3.2. (2) Specify the size of pile (e.g. 12-inch diameter cast-in-place reinforced concrete or HP10x42). (3) Specify the location of piles (e.g. rear abutment, rear and forward abutment, or pier 2) (4) Specify the estimated length according to BDM Section 305.3.5.2. * Specify the waiting period. This is generally related to the amount of setup expected; the greater the expected percent setup or setup factor, the longer the wait time. Calculate the expected setup factor as Fsu = UBV/EOID, and use the following table as a guide for wait times. TABLE 606-1 Setup Factor Percent Setup Wait Time (Fsu) (%) (Days) 1.0 < fsu < 1.1 0-10 1 1.1 < fsu < 1.2 10-20 3 1.2 < fsu < 1.4 20-40 7 1.4 < fsu < 1.6 40-60 14 1.6 < fsu < 2.0 60-100 30 fsu > 2.0 > 100 45~~ 606.7-5 PILES DRIVEN TO TIP ELEVATION FOR PILE/SOIL SETUP^^ THE ULTIMATE BEARING VALUE (UBV) IS (1) KIPS PER PILE FOR THE (2) (3) PILES. PART OF THE UBV WILL BE ACHIEVED THROUGH PILE/SOIL SETUP, WHICH IS A TIME DEPENDENT INCREASE IN RESI- STANCE THAT OCCURS IN SOME SOILS. NOTIFY THE ENGINEER AT LEAST 5 DAYS BEFORE DRIVING PILES SO THAT THE ENGINEER CAN NOTIFY DISTRICT GEOTECHNICAL ENGINEER, THE OFFICE OF CONSTRUCTION ADMINISTRATION, AND THE OFFICE OF GEOTECHNICAL ENGINEERING. DRIVE THE FIRST TWO PILES IN EACH SUBSTRUC- TURE T0 THE TIP ELEVATION SPECIFIED FOR EACH SUBSTRUCTURE. DRIVE THE THIRD AND FOURTH PILES TO 75% AND 85% OF THE LENGTH OF THE FIRST TWO PILES. PERFORM DYNAMIC LOAD TESTING ON ALL FOUR PILES WHILE DRIVING. AFTER DRIVING THE FOUR PILES, CEASE ALL DRIVING OPERATIONS AT THE SUBSTRUCTURE FOR A MINIMUM OF 10 DAYS. INCLUDE THE WAITING PERIOD AS A SEPARATE ACTIVITY IN THE PRO- GRESS SCHEDULE. AFTER THE WAITING PERIOD, PERFORM PILE RESTRIKES ON ALL FOUR PILES (TWO RESTRIKE ITEMS). PERFORM A CAPWAP ANALYSIS ON EACH PILE TESTED FOR EVERY DYNAMIC LOAD TEST AND EVERY RESTRIKE TEST. SUBMIT ALL TEST RESULTS TO THE ENGINEER. THE ENGINEER WILL REVIEW THE TEST RESULTS AND ESTABLISH DRIVING CRITERIA FOR THE PILING IN THE SUBSTRUCTURE WITH THE ASSISTANCE OF THE DISTRICT GEOTECHNICAL ENGINEER, THE OFFICE OF CONSTRUCTION ADMINISTRATION, AND THE OFFICE OF GEOTECHNICAL ENGINEERING. PERFORM THE DRIVING CRITERIA WITH THE PILE SETUP FOR THE FIRST STAGE OF BRIDGE CON- STRUCTION. DO NOT ORDER PILES FOR SUBSE- QUENT PHASES UNTIL AFTER THE DRIVING CRITERIA HAS BEEN ESTABLISHED WITH THE SETUP. THE DEPARTMENT WILL ADJUST THE FURNISHED PILE QUANTITIES BASED ON THE RESTRIKE TEST RE- SULTS. IF THE DYNAMIC LOAD TESTING INDICATES A PILE HAS ACHIEVED THE REQUIRED UBV ABOVE THE TIP ELEVATION DURING THE INITIAL DRIVING (BEFORE THE WAITING PERIOD), STOP DRIVING AND NOTIFY THE ENGINEER. IF THE RESTRIKE TEST RESULTS INDICATE THAT ANY OF THE FOUR PILES DID NOT ACHIEVE THE REQUIRED UBV, DRIVE THE PILE TO THE ESTABLISHED DRIVING CRITERIA. THE DEPARTMENT WILL PAY FOR SPLICING OF THE PILES BEYOND THE ESTIMATED LENGTH PROVIDED IN THE PLANS UNDER C&MS 109.05 WITH A NEGOTIATED PRICE PER SPLICE. THIS PLAN NOTE INCLUDES A QUANTITY OF 2 EACH, ITEM 523 - DYNAMIC LOAD TESTING, AS PER PLAN, AND A QUANTITY OF 2 EACH, ITEM 523 - RESTRIKE, AS PER PLAN, PER EACH SUBSTRUCTURE UNIT.~~ Designer Note: Provide this note whenever piles are to be driven to variable specified lengths, and then use setup and a waiting period with restrikes to determine the length to achieve the final ultimate bearing value (UBV). (1) Specify the Ultimate Bearing Value according to BDM Section 305.3.2 (2) Specify the size of the pile (e.g., 12-inch diameter cast-in-place reinforced concrete or HP10x42). (3) Specify the location of piles.~~ 606.7-6 TEST PILE PROGRAM^^ THE ULTIMATE BEARING VALUE (UBV) IS (1) KIPS PER PILE FOR THE (2) (3) PILES. PART OF THE UBV WILL BE ACHIEVED THROUGH PILE/SOIL SETUP, WHICH IS A TIME DEPENDENT INCREASE IN RESISTANCE THAT OCCURS IN SOME SOILS. NOTIFY THE ENGINEER AT LEAST 5 DAYS BEFORE DRIVING PILES SO THAT THE ENGINEER CAN NOTIFY THE DISTRICT GEOTECHNICAL ENGINEER, THE OFFICE OF CONSTRUCTION ADMINISTRATION, AND THE OFFICE OF GEOTECHNICAL ENGINEERING. AT EACH SUBSTRUCTURE, DRIVE A TEST PILE, IDEN- TICAL TO THE PRODUCTION PILES, AND USING THE SAME PRODUCTION PILE HAMMER, TO A LENGTH EQUAL TO 125% OF THE ESTIMATED LENGTH. PERFORM CON- TINUOUS DYNAMIC MONITORING AND TESTING OF THE TEST PILE DURING DRIVING FROM 50% TO 125% OF THE ESTIMATED LENGTH. PERFORM TWO CAPWAP ANALYSES ON THE TEST PILE, ONE AT 75% OF THE ESTIMATED LENGTH, AND ONE AT 125% OF THE ESTI- MATED LENGTH. AFTER DRIVING THE TEST PILE, CEASE ALL DRIVING OPERATIONS AT THE SUBSTRUC- TURE FOR 7 DAYS. AT THE END OF 7 DAYS, PERFORM A PILE RESTRIKE ON THE TEST PILE, WITH A CAPWAP ANALYSIS. CONTINUE THE WAITING PERIOD FOR 45 DAYS AFTER THE END OF INITIAL DRIVE. AT THE END OF THE 45 DAYS, PERFORM A SECOND PILE RESTRIKE ON THE TEST PILE, WITH A CAPWAP ANALYSIS. SUBMIT ALL TEST RESULTS TO THE ENGINEER. THE ENGINEER WILL REVIEW THE TEST RESULTS WITH THE ASSISTANCE OF THE DISTRICT GEOTECHNICAL ENGINEER, THE OFFICE OF CONSTRUCTION ADMINISTRATION, AND THE OFFICE OF GEOTECHNICAL ENGINEERING. THE ENGINEER WILL DEVELOP A PROFILE OF CUMULATIVE SETUP WITH DEPTH. AT EACH ELEVATION ALONG THE PILE, SETUP IS DEFINED AS THE DIFFERENE BETWEEN THE SIDE RESISTANCE CALCULATED IN THE CAPWAP ANALYSES FOR THE END OF INITIAL DRIVE AND FOR EACH OF THE RESTRIKES. TIP RESISTANCE SHALL BE THE MOST CON- SERVATIVE RESULT FROM THE FOUR CAPWAP ANALYSES (FOR THE INITIAL DRIVE AT 75% AND 125% OF THE ESTIMATED LENGTH, FOR THE 7 DAY RESTRIKE, AND FOR THE 45 DAY RESTRIKE). FROM THESE ANALYSES, THE ENGINEER WILL DETERMINE A DEPTH AT WHICH THE UBV WAS ACHIEVED AT THE 45 DAY RESTRIKE, AND FOR THAT DEPTH, WILL SUBTRACT THE CUMULATIVE SETUP TO ESTABLISH A TARGET END OF INITIAL DRIVE RESISTANCE (EOID). DRIVE THE FIRST TWO PRODUCTION PILES IN THE SUB- STRUCTURE TO THE ESTABLISHED TARGET EOID. PERFORM DYNAMIC LOAD TESTING ON BOTH PILES, WITH A CAPWAP ANALYSIS ON ONE OF THE TWO PILES. (IF THE TEST PILE WAS DRIVEN WITHIN THE FOUNDATION FOOTPRINT AND CAN BE INCORPORATED INTO THE FOUNDATION AS A PRODUCTION PILE, THEN ONLY ONE ADDITIONAL PRO- DUCTION PILE NEED BE DYNAMICALLY TESTED WITH A CAPWAP ANALYSES.) AFTER DRIVING THE FIRST TWO PRODUCTION PILES, AGAIN CEASE ALL DRIVING OPERA- TIONS AT THE SUBSTRUCTURE FOR 7 DAYS. AT THE END OF 7 DAYS, PERFORM A PILE RESTRIKE ON THE FIRST PRODUCTION PILE(S), WITH A CAPWAP ANALYSIS ON THE SAME PILE THAT RECEIVED A CAPWAP ANALYSIS AT THE END OF THE INITIAL DRIVE. INCLUDE EACH OF THE ABOVE WAITIG PERIODS AS SEPARATE ACTIVITIES IN THE PROGRESS SCHEDULE. THE ENGINEER WILL COMPARE THE 7 DAY RESTRIKE AND CAPWAP ANALYSIS RESULTS FOR THE PRODUCTION PILE AND FOR THE TEST PILE AND WILL COMPARE THE PLOTS OF CUMULATIVE SETUP WITH DEPTH DEVELOPED FROM EACH 7 DAY RESTRIKE AND CAPWAP ANALYSIS. IF THE PRODUCTION PILE 7 DAY RESTRIKE DEMONSTRATES THE SAME OR GREATER RESISTANCE THAN THE TEST PILE 7 DAY RESTRIKE AT THE SAME TIP ELEVATION, THEN USE THE MORE CONSERVATIVE OF THE END OF INITIAL DRIVE DYNAMIC TESTING RESULTS - BETWEEN THE TEST PILE AND PRODUCTION PILE - TO ESTABLISH DRIVING CRITE- RIA ACCORDING TO C&MS 507.05 AND 523.04 FOR THE REMAINING PRODUCTION PILES FOR THE ESTABLISHED TARGET EOID. DRIVE ALL REMAINING PRODUCTION PILES TO THESE DRIVING CRITERIA. IF THE PRODUCTION PILE 7 DAY RESTRIKE DEMONSTRATES LESSER RESISTANCE THAN THE TEST PILE 7 DAY RESTRIKE AT THE SAME TIP ELEVATION, THEN REDUCE THE CUMULA- TIVE SETUP WITH DEPTH PLOT FROM THE TEST PILE 45 DAY RESTRIKE BY THE SAME PERCENTAGE THAT THE PRO- DUCTION PILE FELL SHORT OF THE TEST PILE 7 DAY RESTRIKE CUMULATIVE SETUP. FROM THIS REDUCED PLOT, THE ENGINEER WILL DETERMINE THE GREATER DEPTH AT WHICH THE UBV WAS ACHIEVED AT THE 45 DAY RESTRIKE. ALL PRODUCTION PILES WILL BE DRIVEN TO THIS DEPTH, INCLUDING THE PRODUCTION PILE THAT DEMONSTRATED LESSER RESISTANCE AT THE 7 DAY RESTRIKE. THE DEPARTMENT WILL PAY FOR SPLICING OF THE PILES BE- YONE THE ESTIMATED LENGTH PROVIDED IN THE PLANS UNDER C&MS 109.05 WITH A NEGOTIATED PRICE PER SPLICE. THIS PLAN NOTE INCLUDES A QUANTITY OF 1 EACH, ITEM 507 - STEEL PILES, MISC.: TEST PILE FURNI- SHED; A QUANTITY OF 1 EACH, ITEM 507 - STEEL PILES, MISC.: TEST PILE DRIVEN; A QUANTITY OF 3 EACH, ITEM 523 - DYNAMIC LOAD TESTING, AS PER PLAN; AND A QUANTITY OF 3 EACH, ITEM 523 - RESTRIKE, AS PER PLAN PER EACH SUBSTRUCTURE UNIT.~~ Designer Note: Provide this note whenever piles are to be driven pre-construction with a site-specific evaluation of driving criteria through a test pile program. (1) Specify the Ultimate Bearing Value according to BDM Section 305.3.2. (2) Specify the size of pile (e.g., 12-inch diameter cast-in-place reinforced concrete or HP 10x42). (3) Specify the location of piles.~~ 606.7-7 PREBORED HOLES, AS PER PLAN^^ ITEM 507 PREBORED HOLES, AS PER PLAN: PREBORED HOLES SHALL EXTEND AT LEAST (1)-FT INTO BEDROCK AT EACH PILE. THE DIAMETER OF THE PREBORED HOLE SHALL BE A MINIMUM 2-IN LARGER THAN THE DIAGONAL DIMENSION OF THE PILE. THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING AN OPEN HOLE. THE PREBORED HOLES SHALL BE CLEAN AND FREE OF ALL DELETERIOUS MATERIALS PRIOR TO BACKFILLING OPERATIONS. BACKFILL THE VOID BETWEEN THE PILE AND THE PREBORED HOLE WITH CLASS QC MISC. CONCRETE UP TO *THE TOP OF ROCK ELEVATION. ABOVE THE TOP OF ROCK, BACKFILL THE VOID TO THE BOTTOM OF FOOTING ELEVATION *WITH GRANULAR MATERIAL CONFORMING TO 703.11, STRUCTURAL BACKFILL TYPE 2, EXCEPT 100 PERCENT OF THE MATERIAL SHALL PASS THROUGH A -IN SIEVE. PAYMENT FOR THE PREBORED HOLES INCLUDES THE BACKFILL MATERIAL.~~ Designer Note: (1) Specify the minimum extension into bedrock for the prebored holes. Typically, this is 5-ft for bedrock with unconfined compressive strength of 1500-psi or greater or 10-ft for bedrock with unconfined compressive strength less than 1500-psi. However, increase the value as necessary to meet the requirements of pile lateral stability or uplift resistance. * Remove the underlined content if the prebored holes are to be backfilled with Class QC Misc. concrete up to the bottom of footing elevation. For MSE wall abutments, revise the plan note to say: to the bottom of the pile sleeve .~~ 606.7-8 ITEM 507 STEEL PILES (1), FURNISHED, AS PER PLAN^^ THIS WORK CONSISTS OF FURNISHING AND PLACING STEEL PILES INTO PREBORED HOLES. PLACE EACH PILE VERTICALLY WITHIN THE HOLE SO IT IS NOT INCLINED MORE THAN ONE INCH BETWEEN THE TOP AND BOTTOM. SUPPORT THE PILE SO THAT IT DOES NOT MOVE DURING PLACEMENT OF BACKFILL MATERIAL. *DO NOT REMOVE SUPPORTS FROM THE PIER PILES UNTIL THEY CAN FULLY SUPPORT THE PIER CAPS. THE TOTAL FACTORED LOAD IS (2)-KIPS PER PILE FOR THE (3) ABUTMENT PILES. THE ABUTMENT PILES INCLUDE AN ADDITIONAL (4)-KIPS OF FACTORED LOAD PER PILE TO ACCOUNT FOR POSSIBLE DOWNDRAG LOADING. THE TOTAL FACTORED LOAD IS (2)-KIPS PER PILE FOR THE PIER (3) PILES. THE PIER PILES WERE DESIGNED TO ACCOMMODATE (5)-FT OF SCOUR. (3) ABUTMENT PILES: (1) PILES (6)-FT LONG, ORDER LENGTH PIER (3) PILES: (1) PILES (6)-FT LONG, ORDER LENGTH~~ Designer Note: (1) Specify the size of pile (e.g. HP12x53). (2) Specify the total factored load for each substructure according to BDM Section 305.3.2. (3) Specify the location of piles for each total factored load. (4) Specify the anticipated factored downdrag loading. If there is no anticipated downdrag, remove this sentence. If downdrag is anticipated at other substructures, repeat this sentence with the appropriate modifications. (5) Specify the anticipated depth of scour at the substructure. If there is no anticipated scour, remove this sentence. If scour is anticipated at other substructures, repeat this sentence with the appropriate modifications. (6) Specify the order length according to BDM Section 305.3.5.2. * Include the underlined content if the piles are to support capped-pile piers; otherwise remove this sentence.~~ 606.8-1 ROCK-SOCKETED 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 RESIS- TED BY SIDE RESISTANCE WITHIN A PORTION OF THE BEDROCK SOCKET AND BY TIP RESISTANCE. AT THE ABUTMENTS, THE FACTORED SIDE RESISTANCE IS * KIPS, ASSUMED TO ACT ALONG THE BOTTOM * FEET OF THE BEDROCK SOCKET, AND THE FACTORED TIP REISTANCE IS * KIPS. AT THE PIERS, THE FACTOR- ED SIDE RESISTANCE IS * KIPS, ASSUMED TO ACT ALONG THE BOTTOM * FEET OF THE BEDROCK SOCKET, AND THE FACTORED TIP RESISTANCE 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.~~ 606.8-2 FRICTION DRILLED SHAFTS^^ THE MAXIMUM FACTORED LOAD TO BE SUPPORTED BY EACH DRILLED SHAFT IS * KIPS AT THE ABUTMENTs AND * KIPS AT THE PIERS. THE LOAD IS RESIST- ED BY FRICTIONAL SIDE RESISTANCE ALONG THE LENGTH OF THE DRILLED SHAFT AND BY TIP RE- SISTANCE. AT THE ABUTMENTS, THE FACTORED SIDE RESISTANCE IS * KIPS, ASSUMED TO ACT ALONG THE BOTTOM * FEET OF THE DRILLED SHAFT, AND THE FACTORED TIP RESISTANCE IS * KIPS. AT THE PIERS, THE FACTORED SIDE RESISTANCE IS * KIPS, ASSUMED TO ACT ALONG THE BOTTOM * FEET OF THE DRILLED SHAFT, AND THE FACTORED TIP RESISTANCE IS * KIPS.~~ Designer Note: Use this 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.~~ 606.8-3 LATERALLY LOADED DRILLED SHAFTS^^ THE MAXIMUM FACTORED INTERNAL LOAD AND BENDING MOMENT TO BE SUPPORTED BY EACH DRILLED SHAFT ARE * KIPS, AND * KIP-FEET, RESPECTIVELY. THESE LOADS PRODUCE A MAXIMUM FACTORED BENDING MOMENT OF * KIP-FEET, AND A MAXIMUM FACTORED SHEAR OF * KIPS, WITHIN THE DRILLED SHAFT.~~ Designer Note: Use this 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. If the maximum factored lateral loading of drilled shafts varies between substructure units, specify the drilled shaft groups and locations separately in this note.~~ 606.8-4 DRILLED SHAFTS INSTALLED TO TIP ELEVATION FOR UPLIFT^^ UPLIFT LOADING CONTROLS THE LENGTH OF THE DRILLED SHAFTS AT THE *. INSTALL THE DRILLED SHAFTS TO THE TIP ELEVATION SHOWN ON THE PLANS.~~ Designer Note: Use this 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. * Specify the substructure locations where uplift controls.~~ 606.8-5 ITEM 524 - DRILLED SHAFTS, MISC.: DEMONSTRATION DRILLED SHAFT^^ PART 1: DESCRIPTION THIS WORK CONSISTS OF ALL LABOR, MATERIALS, EQUIP- MENT AND INCIDENTALS TO CONSTRUCT A DEMONSTRATION DRILLED SHAFT FOR TESTING AND EVALUATION TO VERIFY THE PROPOSED CONSTRUCTION METHODS FOR THE PRODUCTION DRILLED SHAFTS. COMPLETE THE INSTALLATION OF THE DEMONSTRATION DRILLED SHAFT WITHIN (1) DAYS OF CONTRACT AWARD DATE. THE DEPARTMENT WILL CONSIDER THE DEMONSTRA- TION DRILLED SHAFT INSTALLATION COMPLETE AFTER RECEIVING WRITTEN ACCEPTANCE FROM THE ENGINEER. IF THE VERTICAL DEFLECTION OF THE DEMONSTRATION DRILLED SHAFT DURING LOAD TESTING IS LESS THAN 5% OF THE DRILLED SHAFT NOMINAL DIAMETER, IT MAY BE RE-USED AS A PRODUCTION DRILLED SHAFT. PART 2: MATERIALS THE DEMONSTRATION DRILLED SHAFT SHALL USE THE SAME CONCRETE MIX DESIGN AND STEEL REINFORCEMENT AS THE PRODUCTION DRILLED SHAFTS. PART 3: EXECUTION SUBMIT A DRILLED SHAFT INSTALLATION PLAN TO THE ENGINEER FOR ACCEPTANCE IN ACCORDANCE WITH THE REQUIREMENTS OF C&MS 524.03. CONSTRUCT AT LEAST ONE DEMONSTRATION DRILLED SHAFT IN THE AREA SHOWN IN THE PLANS AND IN ACCORDANCE WITH THE ACCEPTED WRITTEN INSTALLATION. UPON CONSTRUCTION OF THE DEMONSTRATION DRILLED SHAFT, AND RECEIPT OF TEST- ING AND EVALUATION RESULTS CONFIRMING THE DEMON- STRATION DRILLED SHAFT HAS BEEN INSTALLED IN ACCORDANCE WITH CONTRACT DOCUMENTS, THE ENGINEER WILL ISSUE A LETTER ACCEPTING THE INSTALLATION PLAN FOR THE CONSTRUCTION OF THE SUBSEQUENT PRO- DUCTION DRILLED SHAFTS. IF MODIFICATION(S) TO THE INSTALLATION PLAN ARE MADE, WHETHER DUE TO THE TESTING AND EVALUATION RESULTS OR FOR OTHER REASON, THE DEPARTMENT WILL REQUIRE CONSTRUCTION OF AN ADDITIONAL DEMONSTRA- TION SHAFT CONSTRUCTED IN ACCORDANCE WITH THE MODIFIED INSTALLATION PLAN, AT NO ADDITIONAL COST. THE DIAMETER, LENGTH, REINFORCING, INSTAL- LATIONS METHODS, AND OTHER MISCELLANEOUS DETAILS OF THE DEMONSTRATION SHAFT SHALL BE THE SAME AS THE PRODUCTION DRILLED SHAFTS. SUBMIT THE LOCATION OF THE DEMONSTRATION SHAFT TO THE ENGINEER FOR ACCEPTANCE. LOCATE THE DE- MONSTRATION DRILLED SHAFT SUCH THAT NO INTER- FERENCE OCCURS WITH THE FOUNDATIONS OF EXISTING OR PROPOSED STRUCTURES, THE PROPOSED MAINTENANCE OF TRAFFIC, OR EXISTING OR PROPOSED UTILITIES. TEST THE DEMONSTRATION DRILLED SHAFT BY THERMAL INTEGRITY PROFILING (TIP) ACCORDING TO ASTM D7949, METHOD B; BY CROSSHOLE SONIC LOGGING (CSL) ACCORDING TO ASTM D6760; AND BY HIGH- STRAIN DYNAMIC TESTING ACCORDING TO ASTM D4945. PART 4: MEASUREMENT AND PAYMENT THE DEPARTMENT WILL MEASURE DEMONSTRATION DRILLED SHAFT BY THE NUMBER OF FEET, MEASURED ALONG THE AXIS OF THE DRILLED SHAFT FROM THE REQUIRED BOT- TOM ELEVATION OF THE SHAFT TO THE PROPOSED TOP PLAN ELEVATION. IN ADDITION TO THE PROVISIONS OF C&MS 524.17, THE DEPARTMENT WILL PAY FOR ACCEPTED QUANTITIES OF DEMONSTRATION DRILLED SHAFT AFTER INSTALLATION OF THE DEMONSTRATION SHAFT AND AFTER BEING PRO- VIDED WITH WRITTEN TESTING AND EVALUATION RESULTS ACCEPTABLE TO THE ENGINEER. THE CONTRACT PRICE IS FULL COMPENSATION FOR FUR- NISHING AND INSTALLING DRILLED SHAFTS IN ACCOR- DANCE WITH THE ABOVE REQUIREMENTS, INCLUDING MOBILIZATION, SITE ACCESS, AND FINAL REMOVAL OF THE SHAFT TO 36 INCHES BELOW FINAL GRADE. THE DEPARTMENT WILL PAY FOR TESTING AND EVALUATION OF THE ACCEPTED DEMONSTRATION SHAFT SEPARATELY. THE DEPARTMENT WILL NOT PAY FOR TESTING AND EVALU- ATION OF ADDITIONAL DEMONSTRATION DRILLED SHAFTS. THE DEPARTMENT WILL PAY FOR ACCEPTED QUANTITIES AT THE CONTRACT PRICE AS FOLLOWS: ITEM 524 DRILLER SHAFTS, MISC.: DEMONSTRATION DRILLED SHAFT.~~ Designer's Note: Provide this note whenever a Demonstration Drilled Shaft is specified. See BDM, Section 305.4.5 for guidance. (1) This is generally a period of time from 50 to 200 days.~~ 606.8-6 ITEM 894 - THERMAL INTEGRITY PROFILER (T.I.P.) TEST^^ PERFORM INTEGRITY TESTING ON (1) OF THE DRILLED SHAFTS AT THE (2) BY THERMAL INTEGRITY PROFILING (TIP). PERFORM TIP TESTING PER ASTM D7949, "STANDARD TEST METHODS FOR THERMAL INTEGRITY PRO- FILING OF CONCRETE DEEP FOUNDATIONS," METHOD B, AND PER THE PROJECT SPECIAL PROVISIONS.~~ Designer's Note: Provide this note whenever drilled shaft integrity testing by Thermal Integrity Profiling (TIP) is specified. See BDM, Section 305.4.6 for guidance. (1) Specify the number of drilled shafts to be tested (e.g., all, 10%, one, 50%, etc.) (2) Specify the substructure locations where testing is to be performed.~~ 606.8-7 ITEM 524 - DRILLED SHAFTS, MISC.: CSL TESTING, (1)" DIA. SHAFT^^ PERFORM INTEGRITY TESTING ON (2) OF THE DRILLED SHAFTS AT THE (3) BY CROSSHOLE SONIC LOGGING (CSL). PERFORM CSL TESTING PER ASTM D6760, "STANDARD TEST METHOD FOR INTEGRITY TESTING OF CONCRETE DEEP FOUNDATIONS BY ULTRASONIC CROSS- HOLE TESTING." AND PER THE PROJECT SPECIAL PROVISIONS.~~ Designer's Note: Provide this note whenever drilled shaft integrity testing by Crosshole Sonic Logging (CSL) is specified. See BDM, Section 305.4.5 for guidance. (1) Specify the diameter of drilled shafts to be tested. Because of the difference in labor for different diameter drilled shafts, a separate pay item is typically specified for each diameter of drilled shaft to be tested. (2) Specify the number of drilled shafts to be tested (e.g., all, 10%, one, 50%, etc.). (3) Specify the substructure locations where testing is to be perfomed.~~ 606.8-8 ITEM 524 - DRILLED SHAFTS, MISC.: HIGH-STRAIN DYNAMIC TESTING OF DRILLED SHAFTS PERFORM FIELD VERIFICATION OF NOMINAL AXIAL RE- SISTANCE ON (1) OF THE DRILLED SHAFTS AT THE (2) BY HIGH-STRAIN DYNAMIC TESTING. PERFORM HIGH- STRAIN DYNAMIC TESTING PER ASTM D4945, "STANDARD TEST METHOD FOR HIGH-STRAIN DYNAMIC TESTING OF DEEP FOUNDATIONS," AND PER THE PROJECT SPECIAL PROVISIONS.~~ Designer's Note: Provide this note whenever field verification of nominal axial resistance of drilled shafts by high-strain dynamic testing is specified in lieu of static load testing. See BDM, Section 305.7.2 and 305.7.3 for guidance. (1) Specify the number of drilled shafts to be tested (e.g., all, 10%, one, 50%, etc.). (2) Specify the substructure locations where testing is to be performed.~~ 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.~~ 610.1-1 EXISTING STRUCTURE VERIFICATION^^ DETAILS AND DIMENSIONS SHOWN ON THESE PLANS PERTAINING TO THE EXISTING STRUCTURE HAVE BEEN OBTAINED FROM PLANS OF THE EXISTING STRUCTURE AND FROM FIELD OBSERVATIONS AND MEASUREMENTS. 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 C&MS, SECTIONS 102.05, 105.02, AND 513.04*. BASE CONTRACT BID PRICES UPON A RECOGNITION OF THE UNCERTAIN- TIES DESCRIBED ABOVE AND UPON A PREBID EXAMI- NATION OF THE EXISTING STRUCTURE. HOWEVER, THE DEPARTMENT WILL PAY FOR ALL PROJECT WORK BASED UPON ACTUAL DETAILS AND DIMENSIONS THAT HAVE BEEN VERIFIED IN THE FIELD.~~ Designer's 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 the BDM, Sections 401 and 403. * Delete the reference to 513.04 if structural steel is not involved.~~ 610.2-1 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 REIN- FORCING 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 REMOVAL OPERATIONS WITH NEW REINFORCING STEEL OF THE SAME SIZE AND COATING AT NO COST TO THE DEPARTMENT.~~ Designer's Note: Place this note in 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.~~ 610.2-2 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 DE- SIGNATED IN THE PLANS, AS NECESSARY, IN ORDER TO MAINTAIN THE REQUIRED CLEARANCES AND BAR SPACINGS. REPAIR ALL DAMAGE TO THE EPOXY COATING, AS A RE- RESULT OF THIS WORK, ACCORDING TO C&MS 709.00.~~ Designer's Note: Use this note on rehabilitation plans where new reinforcing steel may require field bending and cutting. Clearly designate in the plans the bar marks to which this note applies.~~ 610.3-1 ITEM 513 - STRUCTURAL STEEL MEMBERS, MISC., AS PER PLAN^^ ITEM 513 - PERFORM WORK FOR FIELD FABRICATED MEMBERS ACCORDING TO ITEM 513, EXCEPT AS MODIFIED HEREIN. THE DEPARTMENT WILL NOT REQUIRE THE CONTRACTOR PERFORMING FIELD FABRICATION TO BE PRE-QUALIFIED AS SPECIFIED IN S1078. SUBMIT A WRITTEN LETTER OF MATERIAL ACCEPTANCE IN ACCORDANCE WITH C&MS 501.06, TO THE ENGINEER. PROVIDE THE ENGINEER “AS-BUILT” DRAWINGS ACCORDING TO C&MS 513.06, EXCEPT C&MS 501.04 DOES NOT APPLY. THE FOLLOWING MEMBERS ARE INCLUDED IN THIS ITEM: __________, __________ and __________.~~ Designer's Note: Use thsi note on bridge rehabilitation projects where repair or replacement of members not designed to carry tention 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 rather than Lump Sum. The Designer should adequately define all steel members to be included in this pay item.~~ 610.4-1 ITEM 516 - REFURBISHING BEARING DEVICES, AS PER PLAN^^ THIS ITEM SHALL INCLUDE ALL WORK NECESSARY TO PRO- PERLY ALIGN BRIDGE BEARINGS, AS WELL AS THEIR CLEARNING AND PAINTING. INCLUDED SHALL BE THE DIS- ASSEMBLY OF THE BEARINGS, HAND TOOL CLEANING (GRINDING IF NECESSARY), PAINTING ACCORDING TO ITEM 514, REPLACEMENT OF ANY DAMAGED SHEET LEAD WITH PREFORMED BEARING PADS (C&MS 711.21), IN- STALLATION OF ANY NECESSARY STEEL SHIMS OF THE SAME SIZE AS THE BEARINGS TO PROVIDE A SNUG FIT, REALIGNMENT O FTHE UPPER BEARING PLATE BY RE- MOVING EXISTING WELDS AND REWELDING SO THAT THE BEARINGS ARE VERTICALLY ALIGNED AT 60 DEGREES FARENHEIT, LUBRICATING SLIDING SURFACES, AND REASSEMBLY OF THE BEARINGS. ASSURE ALL BEARINGS ARE SHIMMED ADEQUATELY AND THAT NO BEAMS AND/OR BEARING 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 SATIFACTION OF THE ENGINEER. PAYMENT FOR ALL OF THE ABOVE DESCRIBED LABOR AND MATERIALS WILL BE MADE AT THE CONTRACT PRICE BID FOR ITEM 516 - REFURBISH BEARING DEVICES, AS PER PLAN. Designer's 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.~~ 610.5-1 ITEM 516 - JACKING AND TEMPORARY SUPPORT OF SUPERSTRUCTURE, AS PER PLAN^^ THIS WORK CONSISTS OF RAISING OR RE-POSITIONING EXISTING STRUCTURES TO THE DIMENSIONS AND REQUIRE- MENTS DEFINED IN THE PROJECT PLANS. SUBMIT CON- STRUCTION PLANS IN ACCORDANCE WITH C&MS 501.05. IF, DURING THE JACKING OPERATIONS, CRACKING OF THE CONCRETE 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 SATISFACTION OF THE ENGINEER. ANALYZE THE DAMAGE AND SUBMIT A METHOD OF CORRECTION TO THE ENGINEER FOR APPROVAL. EPOXY INJECT ALL BEAMS THAT SEPARATE FROM THE DECK FOR A DISTANCE OF THE SEPARATION IN ACCORDANCE WITH C&MS 512.07. THE DEPARTMENT WILL NOT PAY FOR THE COST OF THIS EPOXY INJECTION OR OTHER REQUIRED REPAIRS. THE BRIDIGE BEARINGS SHALL BE FULLY SEATED ALL CONTACT 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 performed by the designers. Use of this note 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.~~ 610.6-1 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 C&MS 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 SPECIALIST, 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 the following note to facilitate the Engineer's inspection of the welded connections.~~ 610.7-1 ITEM 514 FIELD PAINTING, MISC.: COATING OF BEAM ENDS^^ PRIOR TO ENCASING THE BEAM ENDS, PREPARE THE ENDS PER SSPC SP10 OR SSPC SP11 TO BARE METAL ACHIEVING A 1.5 TO 3.5 MIL PROFILE. PAINT THE BEAM ENDS WITH ORGANIC ZINC PRIME COAT PER C&MS 514. PROVIDE THE PRIME COAT THICKNESS AS PER C&MS 514.20. EXTEND THE LIMITS OF THE BEAM PREPARATION AND PAINTING 1-FT BEYOND THE LIMITS OF THE END DIAPHRAGM CONCRETE. AFTER THE DIAPHRAGM CONCRETE IS SET, SEAL THE INTERFACE BETWEEN THE BEAM AND CONCRETE WITH CAULK. THE DEPARTMENT WILL PAY FOR ALL ABOVE LABOR AND AT THE CONTRACT BID PRICE FOR ITEM 514 FIELD PAINTING, MISC: COATING OF BEAM ENDS.~~ Designer Note: Use the following note for surface preparation and coating of existing beam ends inside the semi-integral diaphragm~~ 611.1-1 BEARING PAD SHIMS^^ PLACE 1/8" THICK PREFORMED BEARING PAD SHIMS, PLAN AREA ____ INCHES BY ____ INCHES, UNDER THE ELASTOMERIC BEARING PADS WHERE REQUIRED FOR PRO- PER 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 UN- USED SHIMS 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.~~ 611.2-1 ITEM 519 - PATCHING CONCRETE STRUCTURES, AS PER PLAN^^ PRIOR TO THE SURFACE CLEANING SPECIFIED IN C&MS 519.04 AND WITHIN 24 HOURS OF PLACING PATCHING MATERIAL, BLAST CLEAN ALL SURFACES TO BE PATCHED INCLUDING THE EXPOSED REINFORCING STEEL. ACCEPT- ABLE METHODS INCLUDE: HIGH-PRESSURE WATER BLAST- ING 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.~~ 611.3-1 ITEM 503 - COFFERDAMS AND EXCAVATION BRACING, AS PER PLAN^^ THE DESIGN SHOWN ON THE PLANS FOR TEMPORARY SUP- PORTOF 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 EXCAVATION. IF CONSTRUCTING AN ALTERNATE DESIGN FOR TEMPORARY SUPPORT OF EXCA- VATION, 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 AND EXCAVA- TION BRACING. THE DEPARTMENT WILL NOT MAKE ADDITIONAL PAYMENT FOR PROVIDING AN ALTERNATE DESIGN.~~ Designer Note: Use this note when the plans include detail designs for temporary shoring.~~ 611.4.1-1 ITEM 511 - CLASS QC2 CONCRETE, SUPERSTRUCTURE, AS PER PLAN^^ LOCATE THE LOWER CONTACT POINT OF THE OVERHANG FALSWORK AT LEAST ** INCHES (+/-) 2 INCHES ABOVE THE TOP OF THE GIRDER'S BOTTOM FLANGE. THE BRAC- KET CONTACT POINT LOCATION REQUIREMENTS OF C&MS 508 DO NOT APPLY.~~ Designer Note: Use this note when web depths greater than 84 inches 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 inches below the bottom of the top flange. Designers should verify the acceptability of the design within the range of tolerance specified.~~ 611.4.2-1 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 RESPON- SIBLE 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 INCHES. A MAXIMUM SPACING OF OVERHANG FALSEWORK BRACKETS OF 48 INCHES. A MAXIMUM DISTANCE FROM THE CENTERLINE OF THE FASCIA GIRDER TO THE FACE OF THE SAFETY HANDRAIL OF 65 INCHES.~~ Designer Note: Use this note on all projects requiring mechanized finishing machines to place deck concrete. Refer to BDM Section 309.3.8.1 for design information regarding finishing machine loads.~~ 611.5-1 VANDAL PROTECTION FENCING^^ INSTALL FENCING FOR EACH CONSTRUCION PHASE PRIOR TO OPENING THAT PHASE TO VEHICULAR AND/OR PEDE- STRIAN TRAFFIC.~~ Designer 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.~~ 611.6-1 ITEM 511 - CLASS QC1 CONCRETE, RETAINING/WINGWALL NOT INCLUDING FOOTING, AS PER PLAN^^ THE DEPARTMENT WILL PERMIT THE USE OF PRECAST CON- CRETE IN LIEU OF CAST-IN-PLACE CONCRETE FOR HEAD- WALLS AND WINGWALLS IN ACCORDANCE WTIH C&MS 602.03. THE DEPARTMENT WILL PAY FOR TEH WINGWALL AND HEAD- WALL 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 REINFOR- CING STEEL IN THE WINGWALLS AND HEADWALLS, INCLUD- ING THE REINFORCEMENT THAT EXTENDS INTO THE FOOTINGS, AS INDIDENTAL 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: Where this note 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 puposes only, include the reinforcing steel for the cast-in-place 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 location foundations for other roadway items (e.g., sign supports) in the soils retained behind wingwalls.~~