123456789-123456789-123456789-123456789-123456789-123456789-123456789-123456789- ****** 10 ****** SPECIFICATIONS: All references to the standard Specifications are to the current edition of the Kentucky Department of Highways Standard Specifications for Road and Bridge Construction with current Supplemental Specifications. All references to the AASHTO Specifications are to the current edition of the AASHTO Standard Specifications for Highway Bridges, with interims. ****** 20 ****** DESIGN LOAD: This bridge is designed for HS25 live load or alternate military loading, whichever produces the greater stress. The HS25 live load is arrived at by increasing the standard HS20-44 truck and lane loads as specified in the AASHTO Specifications by 25%. ****** 30 ****** WIND LOAD: This bridge is designed for a wind load based on a wind velocity of 100 mph. ****** 45 ****** DESIGN METHOD: All reinforced concrete members are designed by the load factor method as specified in the current AASHTO Specifications. ****** 50 ****** MASONRY COATING: Masonry coating will not be required for this structure. ****** 80 ****** FOUNDATION DATA: See Foundation Layout Sheet. ****** 81 ****** FOUNDATION PRESSURE: Piles in end bents are designed for a maximum load of ?? tons per pile. Pier footings are designed for a maximum pressure of ?? PSF. ****** 91 ****** CLASS "AAA" CONCRETE: In addition to the requirements for Class "AAA" Portland Cement Concrete, the cementitious content of the Class "AAA" mix on a cubic yard basis shall be 74% cement (660 lbs.), 20% Class F fly ash (178 lbs.), and 6% microsilica (53 lbs.). Microsilica shall conform to the requirements of the Special Note For Mineral Admixtures in Portland Cement Concrete. When using truck mixers, limit the mixer charge to three-fourths of its rated capacity. Perform trial batches in compliance with subsection 601.03.02G)g). Provide and use a fogger in compliance with Subsection 609.03.08. Apply curing compound immediately after floating (prior to grooving). ****** 110 ****** REINFORCEMENT: Dimensions shown from the face of concrete to bars are to center of bars unless otherwise shown. Spacing of bars is from center to center of bars. Clear distance to face of concrete is 2" unless otherwise noted. Any reinforcing bars designated by suffix (e) in the Plans shall be epoxy coated in accordance with section 811.10 of the Standard Specifications. Any reinforcing bars designated by suffix (s) in a Bill of Reinforcement shall be considered a stirrup for purposes of bend diameters. ****** 120 ****** BEVELED EDGES: All exposed edges shall be beveled 3/4" unless otherwise shown. ****** 130 ****** INCIDENTAL ITEMS: The Contractor is required to complete the structure in accordance with the plans and specifications. Material or labor not otherwise specified are to be considered incidental to the contract. ****** 140 ****** COMPLETION OF THE STRUCTURE: The contractor is required to complete the in accordance with the plans and specifications. Material, labor or construction operations, not otherwise specified, are to be included in the bid item most appropriate to the work involved. This may include cofferdams, shoring, excavations, backfilling, removal of all or parts of existing structures, phase construction, incidental materials, labor or anything else required to complete the structure. ****** 148 ****** SHOP DRAWINGS: When any changes in the design plans are proposed by the fabricator or supplier, the shop drawings reflecting these changes shall be submitted to the Department through the Contractor. ****** 162 ****** PILE POINTS: Pile points are required at end bents and piers. The points shall be the type for keying into a sloping rock surface. Pile points shall be in accordance with subsection 604.03.04(C) of the Standard Specifications. ****** 165 ****** PILE PROTECTION: Piles requiring friction protection shall use treated in accordance with subsection 604.03.11 of the Standard Specifications. ****** 180 ****** TAR PAPER: Tar paper is to be commercial grade tar paper or roofing felt approximately 1/16" thick. The cost of this item is to be included in the unit price bid for Class "AA" concrete. ****** 190 ****** CLEARANCE: All falsework, bracing or forms shall have a minimum vertical clearance of ?? feet above the top of the highest rail, and a minimum horizontal clearance of ?? feet measured perpendicular to the centerline of the nearest track. ****** 200 ****** COFFERDAMS FOR PIERS ADJACENT TO RAILROAD TRACKS: Cofferdams or sheeting will be required for piers ?? and ?? for the protection of the railroad embankment and tracks. For design of cofferdams, a strip load of 1882 psf, 8.5 ft wide applied at the bottom of the tie to simulate the effect of the live load. The minimum earth pressure shall be assumed equivalent to 35 lbs. per cubic foot fluid pressure. Cofferdams, sheeting or shoring that may be necessary for construction of any phase of work but which no pay item is included in the contract for that phase, shall be incidental to structure excavation, common. ****** 210 ****** CONSTRUCTION NOTE: The contractor shall arrange to do the work in accordance with the special notes relative to flagging and other protection to the ?? railroad company during construction of this project. ****** 215 ****** TEMPORARY BRIDGE FLOORING: The contractor shall provide temporary bridge flooring during the construction of portions of spans which cross highways and railroads that are open to traffic. The purpose is to provide fall protection to workers in situations where the danger from the fall are compounded from traffic and to provide protection to the traffic. Temporary flooring shall be installed as soon as practicable after the beams are set. The temporary flooring shall extend across the travel way, ramps and usable shoulders of highways. For railroads, the temporary flooring shall extend 8 feet beyond the outer rails of the tracks. The design load for temporary bridge flooring shall consist of the sum of dead load and live vertical loads. Live loads shall be 50 pounds per square foot for horizontal surfaces plus the weight of any dismantled material which will be allowed to fall on the temporary flooring during demolition of the structure or falsework. The design of temporary flooring shall be submitted with the falsework design and shall be subject to review by the engineer. No separate measurement or payment will be made for providing and subsequently removing temporary bridge flooring as this is considered incidental to the contract. ****** 220 ****** PLAN ELEVATION FOR FOOTINGS: Contrary to the Specifications, footings shall not be raised above plan elevations. ****** 230 ****** SPIRAL COLUMN TIES: Splices for spirals where desired by the contractor shall be made with a minimum of one and one-half turns of spiral. No additional payment will be made for these splices, and the cost will be considered incidental to the cost of the developed-length of spiral shown on the plans. Spiral reinforcement shall meet the requirements of subsection 811.02.01 of the Specifications. The length shown in the bill of reinforcement for spirals is the distance from top of footing to bottom layer of reinforcement in the pier cap. The number of turns shown is the length divided by the pitch, plus 3 turns (total number of closed coils) expressed to the nearest whole number. One and one-half closed coils shall be provided at the ends of each spiral unit. 4 channel, tee or angle spacers, weighing approximately 0.8 lbs. per linear foot of spacer, shall be provided for each spiral unit. They shall be equally spaced along the periphery of the coil. Weight of spacers and spiral reinforcement is included in the estimate of quantities for each pier. ****** 270 ****** SMOOTH BEARING PLATES, BRONZE: All smooth plates shall be AASHTO M107, COPPER ALLOY NO. 937, with sliding surfaces finely polished. Machine bolts will be furnished but are not included in the weight of plates as given. The cost of the bolts shall be included in the unit price bid for bronze plates. ****** 280 ****** TREPANNED SELF-LUBRICATING BEARING PLATES, BRONZE: Self-lubricating bronze plates shall be an article of standard production by an established manufacturer of such equipment. They shall be in accordance with sub- section 813.06 part A of the Specifications except as herein modified. Trepanned recessed shall be in accordance with section 813.06 of the Specifications. Chemical requirements are as follows: Copper per cent 79.0 MIN. - 85.0 MAX. Tin per cent 15.0 MIN. - 20.0 MAX. Lead per cent 0.25 MAX. Zinc per cent 0.25 MAX. Iron per cent 0.25 MAX. Phosphorous per cent 1.00 MAX. Analysis shall regularly be made for copper, tin, lead and phosphorous. However, the presence of zinc and iron greater than that specified shall constitute cause for rejection of the castings. Physical requirements are as follows: Deformation limit, MIN. - 18,000 PSI. Permanent set in one (1) INCH UNDER 100,000 PSI. - 0.04 INCHES TO 0.20 INCHES ****** 290 ****** ELECTRICAL CONDUIT: The lump sum bid for this item shall include furnishing all junction boxes, conduit and other materials and labor necessary for placing these materials in accordance with the plans and Specifications. ****** 300 ****** COFFERDAMS FOR PIERS: Cofferdams are required for pier(s) ?? and ??. All provisions of the current standard Specifications, including but not limited to, sections 206.06 and 105.02 shall apply. Cofferdam for pier(s) ?? and ?? will be paid for at the lump sum bid for "COFFERDAMS". Payment shall include and be full compensation for furnishing, hauling and placing all necessary materials, construction and maintenance, dewatering, removal of bracing and removal of sheeting and for all labor, equipment, tools and incidentals necessary to complete this part of the work. Partial payments may be made as work progresses based upon a pay schedule submitted by the Contractor and approved by the Engineer. Pay limits for structure excavation shall be as indicated on the plans and section 206 of the Standard Specifications. Cofferdams, sheeting or shoring that may be necessary for construction of any phase of work but which no pay item is included in the contract for that phase, shall be incidental to structure excavation,common. ****** 315 ****** COFFERDAMS: Cofferdams may be necessary for construction of piers ?? and ??. The cost of any cofferdam shall be incidental to cost of structure excavation, common. ****** 330 ****** ANCHOR BOLT HOLES: Holes of depth and dimensions shown shall be drilled for anchor bolts or dowels, after base plates are properly set, by the superstructure contractor who shall be responsible for keeping holes dry in freezing weather. After base plates are properly set, anchor bolt holes drilled, and anchor bolts heated to a blue heat are placed in drilled holes, molten lead shall be poured in holes and packed until holes are completely filled flush to top of base plates. The cost of drilling anchor bolt holes, heating anchor bolts, furnishing lead and filling holes with molten lead shall be incidental to and included in the lump sum bid for structural steel. ****** 340 ****** DRAIN DETAILS: Foundry Note - All drains shall be gray iron castings, ASTM A48, current edition, Class 30A. Foundries shall cast at least two test bars from each day's production. These test bars shall be tested either by the division of materials or by the foundries' quality control unit who shall furnish actual test results for each date of manufacture or lot number. Drains shall be painted inside and out. The drain pipe shall be 6" round standard weight in accordance with ASTM-A53, A500, or A501. Pipe, fittings and connections shall be included in the unit price per linear foot of 6" drain pipe complete in place. Pipe and all fittings shall be galvanized inside and out in accordance with AASHTO M111. Painting is not required. ****** 350 ****** FOUNDRY NOTE: All drains shall be gray iron castings, ASTM A48, current edition, Class 30A. Foundries shall cast at least two test bars from each day's production. These test bars shall be tested either by the division of materials or by the foundries' quality control unit who shall furnish actual test results for each date of manufacture or lot number. ****** 360 ****** WELDING REINFORCEMENT: The welding and weld material shall conform to the "Recommended Practices for Welding Reinforcing Steel", American Welding Society Specifications, current edition. No direct payment shall be made for welding or weld material, but the cost of these items shall be included in the unit price bid per pound for reinforcement. ****** 400 ****** FOUNDATION SEAL: The volume of "Foundation Seal, Class 'A' Concrete" to be paid for, for piers ?? and ??, shall be that volume as outlined by plan dimensions of the seal or as ordered in writing by the engineer. The volume of concrete displaced by the pile heads shall be deducted from the pay quantities. The accepted quantities, thus measured, shall be paid for at the contract unit price per cubic yard for "Foundation Seal, Class 'A' Concrete". Such payment shall be full compensation for all materials, including admixtures as specified, forms, falsework, placing and finishing, all equipment, tools, labor and incidentals necessary to complete the work. ****** 410 ****** FOUNDATION SEAL: The volume of "Foundation Seal, Class 'A' Concrete" to be paid for, for piers ?? and ??, shall be that volume as outlined by plan dimensions of the seal or as ordered in writing by the engineer. ****** 420 ****** SURFACE FINISH OF CLASS "AA" CONCRETE IN THE BRIDGE DECK: The deck of this structure is to receive an overlay, therefore, the burlap drag finish specified by section 609.12 of the Standard Specifications for Road and Bridge Construction, current edition, is eliminated, nor will any surface texturing beyond the 10 ft. straightedge section of 609.11 be required. The contractor is cautioned that the proposed deck overlays are very sensitive to oils, paints, grease, waxes and similar substances and if these substances are deposited in the deck, he will be responsible for their complete removal which may include removal and replacement of the affected concrete to the depth the substances have penetrated. Any expense of this removal will be borne by the contractor. ****** 421 ****** SURFACE FINISH: The top slab of this structure is the riding surface. The Contractor shall exercise extreme care in constructing the top slab. The surface finish of the top slab shall be done in accordance with Section 610.10 of the Specifications. The work required by this note shall be incidental to the unit price bid for Class "A" Concrete. ****** 430 ****** CURING OF CLASS "AA" CONCRETE IN THE BRIDGE DECK: The deck of this structure is to receive an overlay, therefore, membrane curing as specified in section 609.15 is not to be applied to the bridge deck. The concrete deck, including portions of the curbs, and/or barrier walls designated, must be wet cured in conformity with sub-section 601.25A of the Standard Specifications for Road and Bridge Construction, current edition, with the following requirements: 1. No curing compound, styrene butadiene, linseed oil, masonry coating, form oil or similar substances will be permitted on the Class "AA" concrete deck surface nor for 6" vertically above the Class "AA" concrete gutter line of the interior faces of barrier curbs. 2. As soon after final finish of the concrete as possible, one thickness of pre-wetted burlap must be applied and kept moist by a fog spray application of water. This one thickness of burlap must be followed, as soon as possible, without damaging the surface of the concrete, with an additional layer of wet burlap, cotton mats, etc. 3. The required initial layer of burlap shall be pre-wetted by complete saturation with water except that it shall be squeezed free of excess water that will damage the concrete surface by dripping. The pre- wetted burlap must be applied from work bridges and walkways in a manner that will preclude workmen or tools damaging the fresh concrete surface. The pre-wetted burlap must be applied in a manner that will prevent it from being dragged, untangled or unrolled on the fresh concrete surface and damaging it. ****** 435 ****** CONSTRUCTION ELEVATIONS: Elevations shown are based on 1-1/2 inch latex concrete overlay. If 2 inch portland cement concrete overlay is used approaches shall be adjusted 1/2 inch to match elevations on bridge deck. ****** 440 ****** ALTERNATE TYPES OF CONCRETE OVERLAY: The contractor shall use at his option, one of the following alternates throughout the project. Alternate A - Concrete overlay, latex in accordance with section 617 of the Standard Specifications. Alternate B - Concrete overlay, Portland Cement in accordance with section 617 of the Standard Specifications. ****** 450 ****** SLOPE PROTECTION: Slope protection shall be dry cyclopean stone slope protection in accordance with the Plans and Specifications. ****** 460 ****** SLOPE PROTECTION: Slope protection shall be crushed aggregate slope protection in accordance with the Plans and Specifications. ****** 470 ****** SLOPE PROTECTION: Slope protection shall be concrete slopewall in accordance with the Plans and Specifications. ****** 475 ****** APPROACH SLAB: The unit price bid per square yard of approach slab shall include the cost of Class "AA" concrete, epoxy-coated reinforcement, 4" DGA, and all requirements as outlined in "Special Note for Joint Sealing Compounds for Bridge Decks and Approach Slabs" necessary to construct the approach slab. ****** 490 ****** CLEANING AND PAINTING: Section 607.25 of the Specifications applies to this project and contractors are hereby reminded that in accordance with that section all steel surfaces to be painted, including exposed surfaces of splice plates, nuts, bolts and washers, shall be blast cleaned to a near-white condition in accordance with SSPC-SP10 immediately prior to being painted with the first coat of paint, regardless of whether the first coat is applied in the shop or in the field. ****** 500 ****** SHEAR CONNECTORS: The "Lump Sum Bid" for shear connectors shall be full payment for all shear connectors, welding and welding material, and materials necessary to field weld the shear connectors in place according to the Plans and Specifications. ****** 540 ****** CAMBER: The beams of spans composed of wideflange members shall be cambered to mid-ordinates specified on the plans. If these beams do not conform to plan camber in the erected position, either an adjustment in depth of concrete haunch over the supporting members, or a reworking of the beam camber to meet plan camber and slab thickness will be required. If either type of adjustment is required, it will be at no additional cost to the state. However, in no case shall the shear connectors be allowed to penetrate the slab less than two inches. ****** 550 ****** CAMBER: The beams of spans composed of wideflange members shall be cambered to mid-ordinates specified on the plans. If these beams do not conform to plan camber in the erected position, either an adjustment in depth of concrete haunch over the supporting members, or a reworking of the beam camber to meet plan camber and slab thickness will be required. If either type of adjustment is required, it will be at no additional cost to the state. However, in no case shall the shear connectors be allowed to penetrate the slab less than two inches. ****** 560 ****** HIGH STRENGTH BOLT CONNECTIONS: Unless otherwise specified on the plans, all bolted connections shall be ASTM A325 ?? diameter (???? in) high strength bolts, nuts, and washers, mechanically zinc coated in accordance with AASHTO M298, for Class 50. Open holes shall be ?? in diameter. All high strength bolted field connections are to be installed using "direct tension indicators" (DTI's) in accordance with the Standard Specifications and ASTM F959. All DTI's shall be mechanically zinc coated. Installation details of the DTI's shall be shown on the shop plans. ****** 561 ****** HIGH STRENGTH BOLT CONNECTIONS: Unless otherwise specified on the plans, all bolted connections shall be ASTM A325 ?? diameter (???? in) high strength bolts, nuts, and washers. Open holes shall be ?? in diameter. Type 3 bolts suitable for use with weathering steel shall be used as described in AASHTO M 164. All high strength bolted field connections are to be installed using "direct tension indicators" (DTI's) in accordance with the Standard Specifications and ASTM F959. All DTI's shall be mechanically zinc coated with baked epoxy applied over the zinc coating. Installation details of the DTI's shall be shown on the shop plans. ****** 590 ****** DIMENSIONS: Dimensions are for a normal temperature of 60 degrees Fahrenheit. Layout dimensions are horizontal measurements. ****** 591 ****** ON-SITE INSPECTION: Each contractor submitting a bid for this work shall make a thorough inspection of the project site prior to submitting a bid and shall be thoroughly familiarized with existing conditions so that work can be expeditiously performed after a contract is awarded. Submission of a bid will be considered evidence of this inspection having been made. Any claims resulting from site conditions will not be honored by the Department of Highways. ****** 600 ****** PROHIBITED FIELD WELDING: Except as shown on the plans, no welding of any nature shall be performed on the bridge without the written consent of the bridge designer, and then only in the manner and at the locations designated in the authorization. ****** 610 ****** NAVIGATION CLEARANCES: All work shall be conducted without unreasonable interference to the free navigation of the waterway and without impairment to the present navigational depths. The channel or channels crossed by the structure shall promptly be cleared of all falsework, piling or other obstructions placed therein or caused by the construction of the bridge. This clearing of the channel shall be done to the satisfaction of the U.S Coast Guard Commandant and the Department of Highways at such time, when in the engineers' judgement, the work has reached a point where such action can be taken, but in any case not later than ?? days after the bridge has been opened to traffic. ****** 620 ****** NAVIGATION CLEARANCES: All work shall be conducted without unreasonable interference to the free navigation of the waterway and without impairment to the present navigational depths. The channel or channels crossed by the structure shall promptly be cleared of all falsework, piling or other obstructions placed therein or caused by the construction of the bridge. This clearing of the channel shall be done to the satisfaction of the U.S Coast Guard Commandant and the Department of Highways at such time, when in the engineers' judgement, the work has reached a point where such action can be taken, but in any case not later than ?? days after the bridge has been opened to traffic. The existing bridge shall be removed and the channel cleared to the satisfaction of the U.S. Coast Guard Commandant and the Department of Highways not later than ?? days after the new bridge is opened to traffic. ****** 630 ****** POURING SEQUENCE: The pouring sequence of the slab may not be changed without the written approval of the bridge designer. ****** 640 ****** FALSEWORK PLANS: The contractor shall submit to the Division of Construction, for submission to the U.S. Coast Guard for approval and temporary navigation lighting requirements, seven (7) sets of preliminary falsework plans showing the plan, elevation and location of any and all cofferdams, temporary falsework and other obstructions to be used in connection with the construction of these bridges. One copy showing requested alterations, if any, will be returned to the contractor by the Division of Construction. The contractor shall submit to the Division of Construction five (5) sets of final falsework plans for final distribution. ****** 650 ****** MATERIALS : ASTM or AASHTO Specifications as designated below shall govern the materials furnished. MATERIAL A.S.T.M. AASHTO Structural Steel M-270M Grade 250 Pintles and stud sheer connectors, UNS G 1015 M-169 High strength bolts, nuts and washers M-164M Sheet lead and Pig lead B29-79 High strength low alloy structural steel M-270M Grade 345 High strength low alloy structural steel M-270M Grade 345W All flange and web material, including splice plates, in longitudinal plate girders shall meet the longitudinal charpy V-Notch toughness test applicable to Zone 2 in accordance with the following: Grade 250 - (up to 100 mm thickness) 34 J at 4 DEG. C. Grade 345 and Grade 345W - (up to 50 mm thickness) 34 J at 4 DEG. C. Grade 345 and Grade 345W - (over 50 to 100 mm thickness) 41 J at 4 DEG. C. Sampling and testing procedures shall be in accordance with AASHTO T243, current edition, utilizing (H) frequency testing. When plate thickness exceeds 40 mm, frequency of testing shall be (P). ****** 660 ****** WELDING Specifications: All welding and welding materials except for reinforcement, shall conform to "joint specification ANSI/AASHTO/AWS D1.5-95 Bridge Welding Code". Modification and additions as stated on the plans and Special Provision 4K(94), current edition, shall supersede the joint Specifications. ****** 670 ****** CAMBER: Web plates shall be cut to provide for the camber of the girder. Provide for possible warpage due to extra heat in top flange by virtue of shear connectors. Girders which do not conform to plan camber and grade in the erected position shall be considered as requiring, at no additional cost to the state, either an adjustment in depth of the concrete slab haunch over the steel supporting members or a reworking of the girder camber to meet the plan grade and slab thickness. However, in no case shall the shear connectors be allowed to penetrate the slab less than two inches. ****** 680 ****** CAMBER: Web plates shall be cut to provide for the camber of the girder. Girders which do not conform to plan camber and grade in the erected position shall be considered as requiring, at no additional cost to the state, either an adjustment in depth of the concrete slab haunch over the steel supporting members or a reworking of the girder camber to meet the plan grade and slab thickness. ****** 700 ****** WELDING PROCEDURE: Qualification tests of all welding procedures shall be completed by the contractor and approved by the engineer prior to the final approval of the shop drawings and welding procedure and the start of the fabrication. ****** 740 ****** PRESTRESSING REINFORCEMENT: Uncoated seven-wire low relaxation strand for prestressed concrete shall conform to AASHTO M 203 Grade 270. If an alternate strand arrangement or strand type is preferred by the Contractor, the designer that developed the original plans shall provide the design and also revise the original plans to reflect the changes. These design and plan modifications shall be done at the Contractor's expense. ****** 780 ****** SUPERSTRUCTURE SLAB: The superstructure slab shall be poured continuously from out to out before the concrete is allowed to set. ****** 840 ****** WEIGHT OF FILL MATERIAL: The assumed weight of fill material is ?? lbs per cubic foot. ****** 850 ****** DESIGN LOAD: The assumes weight of fill material is ?? pounds per cubic foot. Loading for untrenched on unyielding foundation is in accordance with Research Report UKTRP-84-22. ****** 890 ****** CONCRETE: Class "A" concrete shall be used throughout. ****** 900 ****** CONSTRUCTION JOINTS: Vertical construction joints shall be located in the field, except that no construction joint shall be located in the barrel within six feet of the ends of the culvert. ****** 910 ****** FOOTING PRESSURE: Foundation materials for wing footings required to resist a maximum bearing pressure of ?? PSF. ****** 928 ****** FOUNDATION NOTE: During construction of the yielding foundation, any boulders, loose and/or water-softened soils encountered after completion of the culvert and wingwall excavations should be undercut to a minimum of 2.5 feet below the bottom slab of the culvert or wingwall footings, as applicable. The resulting excavated areas should then be backfilled with "Granular Embankment", non-erodible only, meeting material requirements of Section 805 in the current edition of the Kentucky Standard Specifications for Road and Bridge Construction. Contrary to the Standard Specifications, the maximum size limit for "Granular Embankment" is waived. If the bottom of the excavation is stable, then the excavation may be backfilled with approved soil material compacted in 8 inch loose lifts to a dry density equal to or greater than 98 percent of the standard Proctor maximum dry density, at a moisture content within plus or minus two percent of optimum. ****** 929 ****** CULVERTS WITH UNYIELDING FOUNDATIONS: If solid rock is not encountered at the design footing elevation, soil must be excavated and backfilled with "Granular Embankment", non-erodible only, meeting the material requirements of Section 805 in the current edition of the Kentucky Standard Specifications with the exception that the maximum size is 4 inches. Payment for this work shall be included in the lump sum bid for Foundation Preparation. ****** 930 ****** FOOTING PRESSURE: Foundation materials for barrel and wing footings shall resist a maximum bearing pressure of ?? PSF. ****** 931 ****** CULVERT WITH UNKNOWN FOUNDATIONS: The Contractor must construct the culvert entirely on compressible or non-compressible material. For non-compressible material, if solid rock is not encountered at the design footing elevation, soil must be excavated and backfilled with "Roadway Fill-Granular Embankment" meeting the requirements of Special Provision No. 69, current edition. For compressible material, rock within 3 ft of the design flowline must be excavated and backfilled with soil to the base of footing elevation. Payment for this work shall be included in the lump sum bid for Foundation Preparation. ****** 932 ****** PIPE(s) THROUGH SIDEWALL and/or WINGS: Cut wall bars to provide 3 in clearance to pipe. Location of pipe is to be as directed by the Engineer. Wall shall be poured against a section of pipe. Work required for this procedure shall be considered incidental to the contract. ****** 933 ****** MATERIAL REPLACEMENT: Soil at the wingwalls shall be excavated to a minimun of three feet below flow line elevation an replaced with non-erodible "Granular Embankment" meeting the material requirements of Special Section 805 in the current edition. Payment for this work shall be included in the lump sum bid for Foundation Preparation. ****** 934 ****** CAMBER: Culvert shall be cambered to account for the anticipated settlement show on the Settlement Plot Layout Sheet. ****** 935 ****** SAWCUTTING EXISTING CONCRETE: Prior to the removal of the existing concrete masonry, cut the surface with a concrete saw to a depth of one inch to facilitate a neat line. The cost of cutting concrete shall be included in the unit price bid for removing concrete masonry. ****** 936 ****** FLOWLINE REINFORCEMENT: Reinforcement in the 6 in thick slab shall be Size 4 bars at 18 in centers in each direction or an equivalent area of welded deformed steel fabric. The bars shall extend a minimum of 12 in into wing footings and/or the bottom slab. The cost of this reinforcement shall be incidental to the unit price bid for Concrete, Class "A". ****** 937 ****** FOUNDATION PREPARATION: Contrary to Section 206.04.03 of the Standard Specifications, payment for Structure Excavation Common shall be included in the Lump Sum bid for Foundation Preparation. ****** 938 ****** CULVERTS WITH UNYIELDING FOUNDATIONS: If solid rock is not encountered at the design footing elevation, the footings and aprons shall be extended to rock and quantities adjusted accordingly. Quantities shown are based on the footing and apron thickness shown in the plans. ****** 939 ****** PHASE CONSTRUCTION FOR CULVERTS: If phased construction is required, the construction joint will be located in the field. The joint shall be perpendicular to the barrel and either couplers, mechanical splices or lap splices shall be used for the E Bars. Couplers or mechanical splices shall be capable or transferring 125% of the design yield strength of the bar. The cost of couplers, mechanical splices, or additional rebar for lap splices shall be incidental to the cost of steel reinforcement. ****** 940 ****** STYROFOAM FORM FOR DIAPHRAGM KEYS: A styrofoam pad shall be placed over the end bent shear keys when forming the diaphragm. When the concrete in the diaphragm has set the styrofoam shall be removed. ****** 950 ****** CHAIN LINK FENCE: Fence posts shall be galvanized 2-3/8" O.D. pipe (NPS 2) at 3.65 PLF in accordance with ASTM F 1083. Rails, including handrails, shall be galvanized 1-5/8" O.D. pipe (NPS 1-1/4) at 2.27 PLF in accordance with ASTM A53. Anchor plates, anchor plate rods and handrail clip plates and handrail clip plates shall be galvanized in accordance with ASTM A153. Fence fabric shall be TYPE I, TYPE II, or TYPE III as described in section 817 of the Specifications. Fabric shall have both top and bottom selvages knuckled and shall be tied on maximum 2'-0" centers along posts and rails. Any labor and materials necessary for construction of the chain link fence, including fence post anchor plates, shall be included in the unit price per linear foot of chain link fence (size). ****** 952 ****** DAMAGED COATING ON FENCING: All galvanized materials that are welded, abraded or otherwise damaged shall be repaired by thoroughly wire brushing the damaged area and removing all loose and cracked spelter coating, after which the cleaned area shall be painted with 2 coats of zinc oxide-zinc dust paint conforming to the requirements of Federal Specification TT-P-641B, TYPE 2. Cost of repairing damaged spelter coating shall be included in the cost of chain link fence. ****** 998 ****** NEOPRENE EXPANSION JOINTS AND/OR ARMORED EDGES: Contrary to Standard Drawing BJE-001-09 and the Specifications, all metal surfaces shall have one shop coat of organic zinc primer applied prior to shipping the steel from the plant. No field coating will be required. ****** 999 ****** PRECAST PRESTRESSED CONCRETE DECK PANELS: As an allowable option, Precast Prestressed Concrete Deck Panels may be used for this project. If this option is used, the Contractor shall request, in writing to the Director of the Division of Bridge Design, the current details for approved Precast Prestressed Concrete Deck Panels. A separate request shall be made for each project. ***** 3010 ***** ORIGIN OF LEVELS: Assumed elevation of 500.00 at painted dot on centerline of road at station 9+50.