701.1-1 STEEL SHEET PILING^^ STEEL SHEET PILING LEFT IN PLACE SHALL HAVE A MINIMUM SECTION MODULUS OF ____ CUBIC INCHES PER FOOT OF WALL.~~ Designer Note: Place this note on the substructure or retaining wall sheet with the details of steel sheet piling that is to be left in place.~~ 701.3-1 BRIDGE SEAT REINFORCING, SETTING ANCHORS^^ ACCURATELY PLACE REINFORCING STEEL IN THE VICINITY OF THE BRIDGE SEAT TO AVOID INTERFERENCE WITH THE DRILLING OF BEARING ANCHOR HOLES OR THE PRE-SETTING OF BEARING ANCHORS.~~ Designer Note: For structures that contain bearing anchors where the Contractor is allowed the option of presetting bearing anchors (or formed holes), or of drilling bearing anchor holes, provide this note on an appropriate abutment or pier detail sheet near the "Bearing Anchor Plan". (Formed holes are not practical for prestressed concrete box beam bridges.)~~ 701.3-2 BRIDGE SEAT REINFORCING, SETTING ANCHORS^^ ACCURATELY PLACE REINFORCING STEEL IN THE VICINITY OF THE BRIDGE SEAT TO AVOID INTERFERENCE WITH THE DRILLING OF ANCHOR BAR HOLES.~~ Designer Note: For structures that contain bearing anchors where drilling of anchors into the bridge seat is required, provide this note on an appropriate abutment or pier detail sheet near the "Bearing Anchor Plan".~~ 701.4-1 BRIDGE SEAT ELEVATIONS^^ BRIDGE SEAT ELEVATIONS HAVE BEEN ADJUSTED UPWARD ____ INCHES AT ABUTMENTS AND ____ INCHES AT PIERS TO COMPENSATE FOR THE VERTICAL DEFORMATION OF THE BEARINGS.~~ Designer Note: Where bridge seats have been adjusted to compensate for the vertical deformation of elastomeric bearings, place this note with the necessary modifications on the appropriate substructure detail sheet.~~ 701.5-2 INSTALLATION OF SEAL^^ DURING INSTALLATION OF THE SUPPORT/ARMOR FOR THE SUPERSTRUCTURE SIDE OF THE EXPANSION JOINT SEAL, OBSERVE THE SEATING OF BEAMS ON BEARINGS TO ASSURE THAT POSITIVE BEARING IS MAINTAINED.~~ Designer Note: For a steel beam bridge with concrete backwalls and sealed deck joints employing superstructure support or armor steel of considerable stiffness where there is a possibility of individual beams being lifted off of their bearings in a clamping operation.~~ 701.6-1 ABUTMENT CONCRETE^^ DO NOT PLACE THE ABUTMENT CONCRETE ABOVE THE BRIDGE SEAT CONSTRUCTION JOINT UNTIL THE PRESTRESSED CONCRETE BOX BEAMS HAVE BEEN ERECTED.~~ Designer Note: For prestressed concrete box beam bridges where the placement of the wingwall concrete above the bridge seat needs to occur after the beams have been erected to allow for the tolerances of the beam fit-up and for beam erection clearances.~~ 702.2-1 CVN^^ WHERE A SHAPE OR PLATE IS DESIGNATED (CVN), FURNISH MATERIAL THAT MEETS THE MINIMUM NOTCH TOUGHNESS REQUIREMENTS AS SPECIFIED IN 711.01.~~ Designer Note: Indicate specific pieces, members, shapes, etc. that are main members. Place this note on a structural steel detail sheet for bridges having main load-carrying members which must meet minimum notch toughness requirements.~~ 702.3-1 HIGH STRENGTH BOLTS^^ HIGH STRENGTH BOLTS SHALL BE _____ DIAMETER A325 UNLESS OTHERWISE NOTED.~~ Designer Note: For all structural steel superstructures, place this note on the structural detail sheet.~~ 702.6.1-1 INTERMEDIATE DIAPHRAGMS^^ DO NOT PLACE THE DECK CONCRETE UNTIL ALL INTERMEDIATE DIAPHRAGMS HAVE BEEN PROPERLY INSTALLED. IF CONCRETE DIAPHRAGMS ARE USED, COMPLETE THE INSTALLATION OF THE INTERMEDIATE DIAPHRAGMS AT LEAST 48 HOURS BEFORE DECK PLACEMENT BEGINS. CONCRETE SHALL CONFORM TO C&MS 511 WITH A DESIGN STRENGTH OF 4.5 KSI.~~ Designer Note: If the design plans do not reference Standard Bridge Drawing PSID-1-13, provide this note.~~ 702.6.2-1 ABUTMENT DIAPHRAGM CONCRETE^^ PLACE THE DIAPHRAGM CONCRETE ENCASING THE STRUCTURAL MEMBER ENDS WITH THE DECK CONCRETE OR AT LEAST 48 HOURS BEFORE PLACEMENT OF THE DECK CONCRETE. IF PLACED SEPARATELY, LOCATE A HORIZONTAL CONSTRUCTION JOINT IN THE DIAPHRAGM AS SHOWN ON PSID-1-13, SHEET 7 OF 10 FOR PRESTRESSED I-BEAM SUPERSTRUCTURES OR AS SHOWN ON SICD-1-96 FOR STEEL SUPERSTRUCTURES AND PLACE REMAINING DIAPHRAGM CONCRETE WITH THE DECK.~~ Designer Note: Designers should consider the absence of restraint at the diaphragm location and when calculating the unbraced length of beam/girder flanges. If necessary, temporary bracing details should be included in the plans. Temporary end bracing should be oriented perpendicular to beam/girder webs.~~ 702.6.2-2 ABUTMENT DIAPHRAGM CONCRETE^^ PLACE THE DIAPHRAGM CONCRETE ENCASING THE STRUCTURAL MEMBER ENDS AFTER THE DECK PLACEMENT IN THE ADJACENT SPAN IS COMPLETE. PROCEDURES THAT PLACE THE ABUTMENT DIAPHRAGM WITH THE DECK CONCRETE MAY BE APPROVED BY THE ENGINEER IF THE PLACEMENT SUBMITTAL CAN ASSURE THAT THE DECK CONCRETE IN THE ADJACENT SPAN WILL BE PLACED BEFORE CONCRETE IN THE DIAPHRAGM HAS REACHED ITS INITIAL SET.~~ Designer Note: Locate the deck construction joint parallel to the centerline of the abutment offset 1-ft from the face of the diaphragm toward the span.~~ 702.6.2-3 ABUTMENT DIAPHRAGM CONCRETE, PHASED CONSTRUCTION^^ PLACE THE DIAPHRAGM CONCRETE ENCASING THE STRUCTURAL MEMBER ENDS OF AN INDIVIDUAL PHASE WITH THE DECK CONCRETE OR AT LEAST 48 HOURS BEFORE PLACEMENT OF THE DECK CONCRETE. IF PLACED SEPARATELY, LOCATE A HORIZONTAL CONSTRUCTION JOINT IN THE DIAPHRAGM AS SHOWN ON PSID-1-13, SHEET 7 OF 10 FOR PRESTRESSED I-BEAM SUPERSTRUCTURES OR AS SHOWN ON SICD-1-96 FOR STEEL SUPERSTRUCTURES AND PLACE REMAINING DIAPHRAGM CONCRETE WITH THE DECK. PLACE CLOSURE POUR CONCRETE IN THE DIAPHRAGM AND DECK CONCURRENTLY.~~ Designer Note: If a closure pour is required in the deck per BDM Section 302.2.9, provide a closure pour in the diaphragm as well. Locate the closure pour in the diaphragm, as near as practical, to mid-bay and orient the vertical construction joints parallel to the centerline of the adjacent beam/girders. Provide 3-in chamfers at the acute corners.~~ 702.6.2-4 ABUTMENT DIAPHRAGM CONCRETE, PHASED CONSTRUCTION^^ PLACE THE DIAPHRAGM CONCRETE ENCASING THE STRUCTURAL MEMBER ENDS OF AN INDIVIDUAL PHASE AFTER THE DECK PLACEMENT IN THE ADJACENT SPAN IS COMPLETE. PROCEDURES THAT PLACE THE ABUTMENT DIAPHRAGM WITH THE DECK CONCRETE MAY BE APPROVED BY THE ENGINEER IF THE PLACEMENT SUBMITTAL CAN ASSURE THAT THE DECK CONCRETE IN THE ADJACENT SPAN WILL BE PLACED BEFORE CONCRETE IN THE DIAPHRAGM HAS REACHED ITS INITIAL SET. PLACE CLOSURE POUR CONCRETE IN THE DIAPHRAGM AND DECK CONCURRENTLY.~~ Designer Note: If a closure pour is required in the deck per BDM Section 302.2.9, provide a closure pour in the diaphragm as well. Locate the closure pour in the diaphragm, as near as practical, to mid-bay and orient the vertical construction joints parallel to the centerline of the adjacent beam/girders. Locate the deck construction joint parallel to the centerline of the abutment offset 1-ft from the face of the diaphragm toward the span. Provide 3-in chamfers at the acute corners.~~ 702.6.2-5 ABUTMENT DIAPHRAGM CONCRETE, PHASED CONSTRUCTION^^ PLACE THE DIAPHRAGM CONCRETE ENCASING THE STRUCTURAL MEMBER ENDS OF AN INDIVIDUAL PHASE WITH THE DECK CONCRETE.~~ Designer Note: Do not use this note where a deck closure pour is required per BDM Section 302.2.9.~~ 702.6.2-6 ABUTMENT DIAPHRAGM CONCRETE, PHASED CONSTRUCTION^^ PLACE THE DIAPHRAGM CONCRETE ENCASING THE STRUCTURAL MEMBER ENDS OF AN INDIVIDUAL PHASE AFTER THE DECK PLACEMENT IN THE ADJACENT SPAN IS COMPLETE. PROCEDURES THAT PLACE THE ABUTMENT DIAPHRAGM WITH THE DECK CONCRETE MAY BE APPROVED BY THE ENGINEER IF THE PLACEMENT SUBMITTAL CAN ASSURE THAT THE DECK CONCRETE IN THE ADJACENT SPAN WILL BE PLACED BEFORE CONCRETE IN THE DIAPHRAGM HAS REACHED ITS INITIAL SET.~~ Designer Note: Do not use this note where a deck closure pour is required per BDM Section 302.2.9. Locate the deck construction joint parallel to the centerline of the abutment offset 1-ft from the face of the diaphragm toward the span.~~ 702.7-1 DECK SLAB CONCRETE QUANTITY^^ THE ESTIMATED QUANTITY OF DECK SLAB CONCRETE IS BASED ON THE CONSTANT DECK SLAB THICKNESS, AS SHOWN, PLUS THE QUANTITY OF CONCRETE THAT FORMS EACH BEAM/GIRDER HAUNCH. THE ESTIMATE ASSUMES A CONSTANT HAUNCH THICKNESS OF _____ INCHES AND A HAUNCH WIDTH EQUAL TO THE TOP FLANGE WIDTH. DEVIATE FROM THIS HAUNCH THICKNESS AS NECESSARY TO PLACE THE DECK SURFACE AT THE FINISHED GRADE. THE HAUNCH THICKNESS WAS MEASURED AT THE CENTERLINE OF THE BEAM/GIRDER, FROM THE SURFACE OF THE DECK TO THE BOTTOM OF THE TOP FLANGE MINUS THE DECK SLAB THICKNESS. THE AREA OF ALL EMBEDDED STEEL PLATES HAS BEEN DEDUCTED FROM THE HAUNCH QUANTITY IN ACCORDANCE WITH 511.23.~~ Designer Note: This note above applies to both rolled beams and plate girders, and measures the haunch to the top of the web (bottom of top flange). The note above applies to new structures with beams/girders placed parallel to the profile grade line. A constant depth haunch may not be practical for new structures whose beams/girders are not placed parallel to the profile grade line. In these special cases, the note shall be modified to fit the exact conditions.~~ 702.8-1 CAMBER^^ ESTIMATED CAMBER AT DAY 0 (D0) IS _____ INCHES. ESTIMATED CAMBER AT DAY 30 (D30) IS _____ INCHES. DEFLECTION DUE TO REMAINING DEAD LOAD (E.G. CONCRETE DECK, CROSSFRAMES, DIAPHRAGMS, BARRIERS, UTILITIES, ETC.) IS _____ INCHES. THE BEAM SEAT ELEVATIONS ASSUME ESTIMATED CAMBER D30 WITH A SACRIFICIAL HAUNCH THICKNESS OF 2-INCHES.~~ Designer Note: Refer to BDM section 302.5.2.3 for description of camber values. if the sacrificial haunch depth differs from 2-inches, revise the note accordingly. In accordance with C&MS 511, the contractor will adjust the bearing seat elevations based on the actual project schedule. To accommodate this adjustment, designers shall detail vertical reinforcement in the bearing seats with adjustable lap splices such that the minimum lap length coincides with D30. Do not include deflection due to the weight of FWS.~~ 702.8-2 DECK SLAB THICKNESS FOR CONCRETE QUANTITY^^ THE ESTIMATED QUANTITY OF DECK CONCRETE IS MEASURED ACCORDING TO C&MS 511. IN ADDITION TO THE DESIGN SLAB THICKNESS, THE QUANTITY INCLUDES A VARIABLE HAUNCH THICKNESS THAT PROVIDES AN ALLOWANCE FOR: VERTICAL GRADE ADJUSTMENT, BEAM CAMBER AND ADDITIONAL SACRIFICIAL HAUNCH THICKNESS.~~ Designer Note: Delete "vertical grade adjustment" from the above note when the Project does not include such an adjustment.~~ 702.8-3 NOTE TO FABRICATOR^^ THE DIMENSIONS MEASURED ALONG THE LENGTH OF THE BEAM, MARKED WITH A _____ *, DO NOT CONTAIN AN ALLOWANCE FOR THE EFFECT OF THE LONGITUDINAL GRADE. INCLUDE THE PROPER ALLOWANCE FOR THESE DIMENSIONS IN THE SHOP DRAWINGS.~~ Designer Note: Indicate the dimensions that require a grade adjustment with an asterisk or some other easily recognizable symbol and include that symbol in the note.~~ 702.9-1 CAMBER^^ ESTIMATED CAMBER AT DAY 0 (D0) IS _____ INCHES. ESTIMATED CAMBER AT DAY 30 (D30) IS _____ INCHES. DEFLECTION DUE TO REMAINING DEAD LOAD (E.G. CONCRETE DECK, DIAPHRAGMS, BARRIERS, UTILITIES, ETC.) IS _____ INCHES. THE BEAM SEAT ELEVATIONS ASSUME ESTIMATED CAMBER D30.~~ Designer Note: Refer to BDM Section 302.5.1.5 for description of camber values. In accordance with C&MS 511, the Contractor will adjust the bearing seat elevations based on the actual project schedule. To accommodate this adjustment, Designers shall detail vertical reinforcement in the bearing seats with adjustable lap splices such that the minimum lap length coincides with D30. Do not include deflection due to the weight of FWS.~~ 702.9-2 DECK SLAB THICKNESS FOR CONCRETE QUANTITY^^ THE ESTIMATED QUANTITY OF DECK CONCRETE IS MEASURED ACCORDING TO C&MS 511. IN ADDITION TO THE DESIGN SLAB THICKNESS, THE QUANTITY INCLUDES A VARIABLE HAUNCH THICKNESS THAT PROVIDES AN ALLOWANCE FOR: VERTICAL GRADE ADJUSTMENT AND BEAM CAMBER.~~ Designer Note: Delete "vertical grade adjustment" from the above note when the project does not include such an adjustment.~~ 702.9-3 NOTE TO FABRICATOR^^ THE DIMENSIONS MEASURED ALONG THE LENGTH OF THE BEAM, MARKED WITH A _____ *, DO NOT CONTAIN AN ALLOWANCE FOR THE EFFECT OF THE LONGITUDINAL GRADE. INCLUDE THE PROPER ALLOWANCE FOR THESE DIMENSIONS IN THE SHOP DRAWINGS.~~ Designer Note: Use this note when the length of the box beam, measured along the grade, differs from the length, measured horizontally, by more than 3/8". Indicate the dimensions that require a grade adjustment with an asterisk or some other easily recognizable symbol and include that symbol in the note.~~ 702.9-4 CAMBER^^ ESTIMATED CAMBER AT DAY 0 (D0) IS _____ INCHES. ESTIMATED CAMBER AT DAY 30 (D30) IS _____ INCHES. DEFLECTION DUE TO REMAINING DEAD LOAD (E.G. CONCRETE DECK, DIAPHRAGMS, BARRIERS, UTILITIES, ETC.) IS _____ INCHES. THE BEAM SEAT ELEVATIONS ASSUME ESTIMATED CAMBER D30. INCREASE THE THICKNESS OF THE INTERMEDIATE COURSE AT EACH CENTERLINE OF BEARING BY THE SAME DISTANCE EACH SEAT ELEVATION WAS LOWERED PER C&MS 511.07. NO ADJUSTMENT SHALL BE MADE TO THE OVERLAY THICKNESS AT MIDSPAN.~~ Designer Note: Refer to BDM Section 302.5.1.5 for description of camber values. In accordance with C&MS 511, the Contractor will adjust the bearing seat elevations based on the actual project schedule. To accommodate this adjustment, Designers shall detail vertical reinforcement in the bearing seats with adjustable lap splices such that the minimum lap length coincides with D30. Do not include deflection due to the weight of FWS.~~ 702.10-1 ASPHALT CONCRETE WEARING COURSE^^ ASPHALT CONCRETE WEARING COURSE SHALL CONSIST OF A VARIABLE THICKNESS OF 441 ASPHALT CONCRETE SURFACE COURSE, TYPE 1, PG70-22M AND A SECOND 1-1/2" THICKNESS OF 441 ASPHALT CONCRETE SURFACE COURSE, TYPE 1, PG70-22M. PLACE THE FIRST 441 SURFACE COURSE IN TWO OPERATIONS. THE FIRST PORTION OF THE COURSE SHALL BE OF 1-1/2" UNIFORM THICKNESS. FEATHER THE SECOND PORTION OF THE COURSE TO PLACE THE SURFACE PARALLEL TO AND 1-1/2" BELOW FINAL PAVEMENT SURFACE ELEVATION.~~ Designer Note: Place on the plans for prestressed concrete box beam bridges having an asphalt concrete wearing course. If the nominal thickness of 441 varies from the 1-1/2" [38 mm] shown, revise the note accordingly. While this note specifies how to place only the two 441 bid items, the designer should recognize that two Item 407 tack coat items are also required. One tack coat is applied before the first surface course. The other tack coat is applied between the first and second surface courses.~~ 702.11-1 PARTIAL PAINTING OF A709 GRADE 50W STEEL^^ PAINT THE LAST 10 FT OF EACH BEAM/GIRDER END ADJACENT TO THE ABUTMENTS INCLUDING ALL CROSS FRAMES AND OTHER STEEL WITHIN THESE LIMITS. THE PRIME COAT SHALL BE 708.01. THE TOP COAT COLOR SHALL CLOSELY APPROACH FEDERAL STANDARD NO. 595B - 20045 OR 20059 (THE COLOR OF WEATHERING STEEL).~~ Designer Note: Provide this note for bridge superstructures using unpainted A588/A709 Grade 50W steel and having deck expansion joints at the abutments. Modify the note accordingly for structures with intermediate expansion joints. Bridges with an integral or semi-integral type abutment will not require painting of the beam ends.~~ 702.12-1 ERECTION BOLTS^^ THE HOLE DIAMETER IN THE CROSS FRAMES AND GIRDER STIFFENERS SHALL BE 3/16" LARGER THAN THE DIAMETER OF THE ERECTION BOLTS. ERECTION BOLTS SHALL BE HIGH STRENGTH BOLTS AND SHALL REMAIN IN PLACE. SUPPLY TWO HARDENED WASHERS WITH EACH HIGH STRENGTH BOLT. FULLY TORQUE THE BOLTS OR USE A LOCK WASHER IN ADDITION TO THE TWO HARDENED WASHERS. FURNISH ERECTION BOLTS AS PART OF ITEM 513.~~ Designer Note: Where erection bolts are specified for attaching crossframes on steel girder or rolled beam bridges, and the expected dead load differential deflection at each end of the crossframes is less than or equal to 1/2" [13 mm] provide this note. (Do not use the note if standard drawing GSD-1-96 is being referenced.)~~ 702.13-1 WELD ATTACHMENT^^ WELD ATTACHMENT OF SUPPORTS FOR CONCRETE DECK FINISHING MACHINE TO AREAS OF THE FASCIA STRINGER FLANGES DESIGNATED "COMPRESSION". DO NOT WELD ATTACHMENTS TO AREAS DESIGNATED "TENSION". FILLET WELDS TO COMPRESSION FLANGES SHALL BE AT LEAST 1" FROM EDGE OF FLANGE, BE NO MORE THAN 2" LONG, AND BE AT LEAST 1/4" FOR THICKNESSES UP TO 3/4" OR 5/16" FOR GREATER THAN 3/4" THICK.~~ Designer Note: Provide note on plans for steel beam or girder bridges.~~ 702.14.1 SCREED ELEVATIONS^^ SCREED ELEVATIONS SHOWN REPRESENT THE THEORETICAL DECK SURFACE LOCATION PRIOR TO DEFLECTIONS CAUSED BY DECK PLACEMENT AND OTHER ANTICIPATED DEAD LOADS.~~ Designer Note: In addition to the screed elevation table or diagram, provide a screed elevation note similar to the one below to define the elevations that are given. The screed elevation locations should be identified on the transverse section.~~ 702.14.2-1 TOP OF HAUNCH ELEVATIONS^^ TOP OF HAUNCH ELEVATIONS SHOWN REPRESENT THE THEORETICAL LOCATION OF THE BOTTOM OF THE DECK ABOVE THE BEAM/GIRDER HAUNCH PRIOR TO DEFLECTIONS CAUSED BY DECK PLACEMENT AND OTHER ANTICIPATED DEAD LOADS.~~ Designer Note: ~~ 702.14.3-1 FINAL DECK SURFACE ELEVATIONS^^ FINAL DECK SURFACE ELEVATIONS SHOWN REPRESENT THE DECK SURFACE LOCATION AFTER ALL ANTICIPATED DEAD LOAD DEFLECTIONS HAVE OCCURRED.~~ Designer Note: ~~ 702.15-1 ELASTOMERIC BEARINGS^^ THE ELASTOMER SHALL HAVE A HARDNESS OF (50 OR 60) DUROMETER. THE BEARINGS WERE DESIGNED IN ACCORDANCE WITH SECTION 14.7.6 (METHOD A) OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. THE LONG-TERM COMPRESSION PROOF LOAD TEST (AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, DIVISION II, SECTION 18.7.2.6) IS NOT REQUIRED.~~ Designer Note: Use this note for elastomeric bearings designed in accordance with LRFD 14.7.6 (i.e. Method A).~~ 702.15-2 ELASTOMERIC BEARINGS^^ THE ELASTOMER SHALL HAVE A HARDNESS OF (50 OR 60) DUROMETER. THE BEARINGS WERE DESIGNED IN ACCORDANCE WITH SECTION 14.7.5 (METHOD B) OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. PERFORM THE LONG-TERM COMPRESSION PROOF LOAD TEST IN ACCORDANCE WITH THE AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, DIVISION II, SECTION 18.7.2.6 AND 18.7.4.5.~~ Designer Note: Use this note for elastomeric bearings designed in accordance with LRFD 14.7.5 (i.e. Method B).~~ 702.16-1 BEARING SEAT ADJUSTMENTS^^ THE PIER AND ABUTMENT BEAM SEAT ELEVATIONS ARE BASED ON BEARING HEIGHTS PROVIDED IN THE TABLE BELOW. IF THE CONTRACTOR'S SELECTED BEARING MANUFACTURER HAS A DESIGN THAT DOES NOT CONFORM TO THE HEIGHTS PROVIDED IN THE TABLE, ADJUST THE BEARING SEAT ELEVATIONS AT NO ADDITIONAL COST TO THE STATE. ADJUST THE LOCATION OF REINFORCING STEEL HORIZONTALLY AS NECESSARY TO AVOID INTERFERENCE WITH THE BEARING ANCHOR BOLTS. MAINTAIN THE MINIMUM CONCRETE COVER AND MINIMUM SPACING REQUIRED BY THE PROJECT PLANS. IF THE REINFORCING STEEL CANNOT BE MOVED TO PROVIDE THE REQUIRED POSITION FOR THE ANCHOR BOLTS, THE CONTRACTOR'S BEARING MANUFACTURER SHALL REDESIGN THE BEARINGS TO ACCOMMODATE AN ACCEPTABLE ANCHOR BOLT CONFIGURATION. Rear Abut Pier No # Forward Abut Member Line 1 _________ _________ ____________ Member Line 2 _________ _________ ____________ Member Line 3 _________ _________ ____________ Member Line 4 _________ _________ ____________~~ Designer Note: Provide this note in project plans that specify specialized bearings such as pot, spherical or disc. This note is intended to ensure that the contractor builds the bearing seats to the proper elevation in the event that the bearing manufacturer adjusts the height of the bearing from the height assumed in the design plans.~~ 702.17-1 HAUNCHED GIRDERS^^ NEAR THE BEARING, AT THE INTERSECTION OF THE HORIZONTAL BOTTOM FLANGE WITH THE CURVED (HAUNCHED) PORTION OF THE BOTTOM FLANGE, THE CONTRACTOR'S FABRICATOR SHALL HOT BEND THE FLANGE IN ACCORDANCE WITH AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS, SECTION 11.4.3.3.3 OR PROVIDE A FULL PENETRATION WELD, WITH 100% RADIOGRAPHIC INSPECTION.~~ Designer Note: For steel haunched girders, add this note on the design plan sheet that shows an elevation view of the typical haunched girder section defining web size, flange size, depth of member, CVN, etc.~~ 702.18-1 FCM^^ ALL ITEMS DESIGNATED FCM (, INCLUDING _____)* ARE FRACTURE CRITICAL MEMBERS AND COMPONENTS AND SHALL BE FURNISHED AND FABRICATED ACCORDING TO THE REQUIREMENTS OF SECTION 12 OF THE AASHTO/AWS BRIDGE WELDING CODE D1.5.~~ Designer Note: For structures that contain fracture critical components and members, place this note in the design plans. * Include this additional wording if there exists fracture critical components such as welds, attachments, etc. that are not easily or clearly identified in the plan details. Write descriptions of such components as specific as necessary to prevent any possible confusion during fabrication.~~ 703-1 TEMPORARY FILLS^^ FOR THIS PROJECT, PERMITS FOR SECTIONS 401 AND 404 OF THE CLEAN WATER ACT, ARE BASED ON THE LIMITS OF TEMPORARY CONSTRUCTION FILL PLACED IN "WATERS OF THE UNITED STATES" AS SHOWN BELOW. IF EITHER OF THE LIMITS PROVIDED ARE EXCEEDED, THEN A 404/401 PERMIT MODIFICATION WILL BE REQUIRED. IF A PERMIT MODIFICATION IS REQUIRED, REFER TO SUPPLEMENTAL SPECIFICATION 832.09 FOR THE APPLICATION REQUIREMENTS. PLAN AREA OF TEMPORARY FILL MATERIAL = _____ ACRES TOTAL VOLUME OF TEMPORARY FILL MATERIAL = _____ CU YD~~ Designer Note: For waterway crossing projects, include this information on the Preliminary Structure Site Plan. Refer to Section 201.2.2 for additional information.~~