SDDOT Bridge Notes - South Dakota



ANCILLARY BRIDGE NOTESThe following bridge notes are furnished to assist in providing consistency in plan notes. To avoid the use of outdated notes, always get new notes for every project. Required or requested changes should be submitted to the Office of Bridge Design for inclusion into the standard notes.The notes shown are intended to be base notes. These notes are not intended to cover all circumstances and may need to be modified to reflect specific conditions at each individual bridge ments regarding note use are highlighted in yellow. These comments are intended to help clarify when particular notes should be used and, if necessary, to provide guidance when using specific rmation within various notes that is project specific and needs to be changed/updated etc. for a particular project will be in orange font. The information shown in orange may need to be changed, deleted or added to for applicability to specific structures. Before plans are distributed for review, change all text to a black font.Use these bridge notes in conjunction with one of the bridge type (CCB, Prestressed, or Steel) note files. It will be necessary to delete both unnecessary notes and all comments when creating plan note sheets.ABUTMENTS Use the notes below if the abutment piling goes through MSE retaining wall backfill. In note 1, use 20-inch, 24-inch, and 27-inch minimum inside diameter steel casing to encase HP10, HP12, and HP14 piling, respectively.All piling within the Granular MSE Backfill limits will be encased with a ##-inch minimum inside diameter steel casing. The steel casing will be of sufficient strength to withstand all forces, including those from earth pressure and will be approved by the Engineer. The pile will be encased the entire height of the backfill to an elevation of 3 inches below the bottom of abutment. See MSE Retaining Wall plans for measurement and payment of casing.The Contractor will drive the pile and then place the casings. The Contractor will take all necessary precautions to prevent displacement of the casings during placement and compaction of the backfill. Backfill material within 3 feet of the casing will be placed in small lifts and compacted in such a manner that the required density is achieved, without causing displacement or damage to the steel casing. The Contractor will coordinate casing installation with the MSE wall installation.After the piles are driven, the steel casings are installed and the backfill is placed, the steel casings will be filled with coarse dry sand to a depth of 6 feet from the top of the casing. The sand will be compacted to prevent bridging. The top 6 feet of the casing will be filled with natural bentonite slurry. The slurry will consist of a polymer free sodium bentonite designed for sealing wells and bore holes. The bentonite material will be a granular bentonite with 1/4-inch or larger particles. The bentonite particles will be poured directly into the casing and hydrated with water in 2-foot lifts. The quantity of water used will be determined according to the manufacturer’s recommendations for a solution of approximately 20% solids.After filling the casings with bentonite, the top of each casing will be covered and sealed with a layer of plywood covered with a minimum of 2-inch thick polystyrene, as approved by the Engineer. All costs associated with filling the steel casings with sand and bentonite slurry will be incidental to the contract unit price per foot for Steel Bearing Pile, Furnish and Drive, or Steel Test Pile.BENTS DRILLED SHAFTUse the following notes if the bents are supported on drilled shafts. Include notes for CSL Access Tubes below.The design of the drilled shafts is based upon encountering competent insert geological formation info. here at elevation ####. If competent insert geological formation information here is not encountered at or above this elevation, contact the Office of Bridge Design, through proper channels, before proceeding with the drilled shaft construction. Geotechnical Engineering Activity personnel will be present during the drilling operations to confirm these elevations and to observe placement of the drilled shafts. The Geotechnical Engineering Activity will be notified a minimum of two weeks prior to the start of excavation for the drilled shafts.When a construction method is specified in the Report of Foundations Investigation, the type of drilled shaft construction to be used will be shown in the plans. When no construction method is specified, the dry construction method is to be used and note 2 is modified accordingly. The drilled shafts will be constructed using the permanent casing method in conformance with the Special Provision for Drilled Shaft Construction. A construction joint will be placed at the top of the permanent casing and the permanent casing will extend a minimum of 1’-0” above the groundline, waterline, or construction platform elevation, whichever is higher.The construction joint locations and quantities provided on the plans are based upon the estimated existing groundline and waterline elevations. It is the responsibility of the Contractor to verify the existing elevations and have a drilled shaft installation plan submitted and approved prior to ordering the casing. If the Contractor intends to use construction platforms, etc. that would require any of the construction joints to be at a location other than the location shown in the plans, the Contractor will include these proposed changes in the drilled shaft installation plan for approval by the Office of Bridge Design.The quantities for Drilled Shaft Excavation; ##-inch Permanent Casing; Class A45 Concrete, Drilled Shaft; and Class A45 Concrete, Bridge are based upon the construction joint locations as shown in the plans. Payment for these items will be at the contract unit price for the plans shown quantities regardless of any approved changes in the location of the construction joints as requested by the Contractor due to the construction of work platforms, etc. Measurement and payment will be made at the contract unit prices for any changes due to variations in the competent foundation soil or in the locations of the existing groundline and waterline elevations as ordered by the Engineer.For #10 rebar and below use note 5The H1 bars are detailed full length of the Drilled Shaft and Column and are provided in the reinforcing schedule with an additional length of bar sufficient to provide one contact lap splice. Once the construction joint elevations have been verified and established, contact lap splice details showing location and lap length will be submitted with the drilled shaft installation plan for approval. Any costs involved in cutting reinforcing steel and any other items incidental to providing the contact lap splice will be included in the contract unit price per pound for Reinforcing Steel.For #11 rebar and above use note 6The H1 bars are detailed full length of the Drilled Shaft and are provided in the reinforcing schedule. Once the construction joint elevations have been verified and established, mechanical splice details showing location will be submitted for approval to the Office of Bridge Design with the drilled shaft installation plan. Mechanical splices must be staggered and not placed side by side.SPREAD FOOTING ON ROCKUse these notes if bents are supported on spread footings. In addition, the Report of Foundations Investigation often has additional, site specific notes that must be added. Generally, these notes are added between notes 1 & 2 below and the rest of the notes renumbered accordingly.Before exposure of the foundation area the Geotechnical Engineering Activity will be contacted through proper channels so that a member of the Geotechnical Engineering Activity may be present during excavation of the foundation area.If upon inspection, the Geotechnical Engineering Activity personnel determine that the material at the plan shown footing elevation is unsuitable for foundation support or if sound bedrock is encountered at an elevation other than the plan shown footing elevation, the Engineer will order the footing elevation changed to an elevation approved by the Geotechnical Engineering Activity personnel. If the footing elevations are changed, the Office of Bridge Design will be contacted prior to proceeding with construction to determine if a redesign of the substructure unit is required. If a redesign is required, a maximum of 5 working days may be required to perform this design. Any costs associated to delays within the 5 working day period for redesign will be borne by the contractor at no additional cost to the Department.If the footing elevations are lowered due to bedrock conditions, the excavation below the plan shown footing elevation ordered by the Engineer will be paid for at the contract unit price per cubic yard for Structure Excavation, Bridge. The additional concrete and reinforcing steel required for bent construction will be paid for at the contract unit price per cubic yard for Class A45 Concrete, Bridge and contract unit price per pound for Reinforcing Steel, respectively.The rock surface will be cleaned of all soil and debris prior to placing reinforcing steel for the spread footing. Cleaning will be accomplished by water washing or air jetting. Material washed from the rock surface will be directed into a sump or low area and physically removed from the exposed rock surface.Vertical fractures in the foundation rock that the Geotechnical Engineer determines to be detrimental to the integrity of the foundation will be repaired. Designated fractures will be repaired by cleaning to remove soil and other relatively weak material to a depth of 1.5 to 2 times the width of the fracture. The cleaned opening will then be filled with grout or a lean concrete mix.The cost of cleaning the rock will be included in the contract unit price per cubic yard for Structure Excavation, Bridge. Payment will be considered full compensation for all materials, labor, equipment and incidentals necessary to satisfactorily complete the work.If cleaning and filling of rock fractures is ordered, the work will be paid for as EXTRA WORK, in accordance with Section 4.4 of the Construction Specifications.Due to the possibility of variance in the final elevations for the bent footings, the reinforcing steel in the bent shall not be ordered until final footing elevations have been approved by the Geotechnical Engineering Activity personnel.Use this note if a cofferdam is expected.It is anticipated that cofferdams will be necessary. Cofferdams will be designed and constructed in accordance with Section 423 of the Construction Specifications.PIPE PILEUse these notes if pipe pile bents are used. Fill in the bearing resistance values in note 3 (See the table in the ABUTMENT notes).Pipe piles will conform to ASTM A252, Grade 2. Pipe piles will be furnished, driven and spliced in accordance with Section 510 of the Construction Specifications.A two component coal tar epoxy paint will be applied to the piles.The ##x## Pipe Piling were designed using a factored bearing resistance of ## tons per pile. Piling will develop a field verified nominal bearing resistance of ## tons per pile.The Contractor will have sufficient pile splice material on hand before pile driving is started.The maximum horizontal out of position tolerance at the cutoff elevation is 3 inches.Piles will be driven closed end. The cost of the bottom end plate and welding of the same to the pile will be incidental to the contract unit price per foot for ##” x #.###” Steel Pipe Bearing Pile, Furnish and Drive and ##” x #.###” Steel Pipe Test Pile, Furnish and Drive.If used as piling, use note 7, if used as columns use note 8.After the piles are driven, steel pipe piles will be filled with coarse dry sand to the same elevation as the bottom of the footing. The sand will be compacted to preventing bridging. All costs associated with filling the steel pipe piles with sand will be incidental to the contract unit price per foot for ##” x #.###” Steel Pipe Bearing Pile, Furnish and Drive and ##” x #.###” Steel Pipe Test Pile, Furnish and Drive.The pipe piles will be filled with Class A45 Concrete. Placement of the concrete will conform to Section 460.3 of the Construction Specifications except that only the concrete in the top 4 feet of each pile need be vibrated. The concrete will be paid at the contract unit price per cubic yard for Class A45 Concrete, Bridge.CSL ACCESS TUBESUse these notes whenever drilled shafts are used. Modify note 2 to require CSL test if the entire pier/bent is supported on a single drilled shaft.Access tubes will be furnished and installed in each of the drilled shafts in accordance with Section 465 of the Construction Specifications.If multiple drilled shafts per bent, use note 2. These access tubes are to be used for crosshole sonic log testing of the drilled shaft in the event that the Department deems that the quality of the drilled shaft is suspect. In order for the Department to determine if crosshole sonic log testing is necessary, no subsequent work above the construction joint will be allowed for 7 days or until authorized by the Engineer, whichever comes first. Upon authorization by the Engineer and prior to any subsequent concrete placement above the construction joint, the Contractor will remove the water from the access tubes, cut the access tubes off flush with the top of the drilled shaft and completely fill the access tubes with grout. ROCK DOWELSUse rock dowel notes with spread footings on rock when required on the Report of Foundations Investigation or when required by design.The steel dowels will be deformed bars conforming to ASTM A615 Grade 60.Following the engineering evaluation of the foundation rock, the engineer may order the number of dowels and/or spacing to be increased or decreased in accordance with the Geotechnical Engineer’s recommendations. Increases or decreases in quantity will be at the unit price per foot for Install Dowel in Rock.The steel dowel for use with the item Install Dowel in Rock is included in the Reinforcing Schedule and will be paid for at the contract unit price per pound for Reinforcing Steel.Dowel bond material shall be a fast set polyester resin rock anchoring system in a 40 mm (minimum) capsule from one of the following manufacturer’s: Dywidag Systems International (Falsoc), Minova (Lokset), Williams Form Engineering Corp. The resin will be suitable for bonding steel dowel bars to rock in the existing moisture conditions. The diameter of the hole, drilled into the rock, will be a maximum of 3/8-inch larger than the diameter of the steel dowel, or as specified by the dowel bond material manufacturer. The drilled holes will be blown out with compressed air using a device that will reach the bottom of the hole to ensure that all debris or loose material has been removed prior to epoxy injection. The Contractor must submit dowel bonding material product data and installation plan to the Engineer for approval.A demonstration of the Contractor’s rock dowel installation method must be performed and accepted by the Engineer prior to installation of any production dowels. The demonstration may either conducted within the footprint of the footing or adjacent exposed bedrock as approved by the Engineer. Additional dowels may be required at the expense of the Contractor should the demonstration not yield acceptable results. Dowels used for demonstration will be incidental to the contract unit price per foot for Install Dowel in Rock.Install Dowel in Rock will not be measured unless a change is ordered. Payment will be for the linear foot of embedment into the rock and, will be considered full compensation for all materials, labor, equipment, and incidentals necessary to satisfactorily complete the work.PILE DRIVINGRefer to project specific Report of Foundation Investigation from Foundations Engineer for applicability of notes and hammers.(Split note accordingly with that of note 2.) A drivability analysis was performed using the wave equation analysis program (GRLWEAP). The following pile hammers were evaluated and found to produce acceptable driving stresses: Delmag D19-32 Delmag D19-42MVE M-19ICE 42-SMKT DE 42/35Delmag D25-32Delmag D30-32SPI D-30Delmag D46-32Pile hammers not listed will require evaluation and approval prior to use from the Geotechnical Engineering Activity. Requests for evaluation of hammers not listed will be submitted a minimum of 5 business days prior to installation of piles.TWO COMPONENT COAL TAR EPOXY PAINTUse these notes with pipe pile bents or whenever steel piling will be exposed.A coating of Two Component (Self-Curing) Coal Tar Epoxy Paint conforming to Steel Structures Painting Council Specification SSPC-Paint 16, Coal Tar Epoxy Black (or Dark Red Paint) will be shop applied (as per the manufacturer’s recommendations) to the entire outer surface of each pile and base plate prior to placement.Steel surfaces which are to receive this coating will be prepared by blast cleaning to near white, grade SSPC 10. The Coal Tar Epoxy Paint will be applied before rusting occurs and in no case later than 24 hours after blast cleaning.The coating may be applied by spray or brush. If the application is by brush, apply with a stiff brush heavily loaded with paint; apply quickly and smoothly and avoid excessive brushing.The coating will be applied in two coats to a total dry film thickness of 16 mils at its thinnest spot.Drying time between coats will be a minimum of 12 hours and a maximum of 72 hours under normal painting conditions. Long drying times between coats will cause poor intercoat adhesion and it is advisable in warm weather to reduce the maximum interval between coats. In very hot weather it may be necessary to limit the intercoat drying period to 24 hours or less.At normal temperatures the coating dries dust free in about 4 hours and becomes thoroughly hardened after 3 to 5 days of curing. Pile placement shall not begin sooner than 5 days after coating.The coating shall not be applied when the receiving surfaces or ambient temperatures are below 50?F unless it can reasonably be anticipated that the average ambient temperature will be 50?F or higher for the 5-day period following the application of any coat.Steel members which are welded after coating will receive two coats of the coating applied to the weld heat affected areas.After placement, the areas of the piles and base plates where the coating has been damaged will be touched up.The cost of furnishing and applying the coating will be included in the contract unit price per foot for ##” x #.###” Steel Pipe Test Pile, Furnish and Drive and ##” x #.###” Steel Pipe Bearing Pile, Furnish and Drive.STEEL RAILING – SIDEWALKUse only if there is a sidewalk. Always face railing with chain link fabric. If the sidewalk is over a roadway or railroad add curved chain link fence above the railing. Select the desired color in note 6.All rail and chain link fence posts will be built vertical.All structural steel parts for railing will conform to ASTM A500, Grade B. Material less than 1/4-inch thick may be ASTM A1011, Grade 36. Rail post base plates will conform to ASTM A36.Anchor bolts and nuts for railing will conform to ASTM A307. Washers will conform to ASTM F436 and all components will be galvanized in accordance with ASTM F2329. The bolts will be hex head “Structural” type with heavy hex nuts and round washers.Anchor bolts will be tightened to a torque of 120 ft-lbs (approximated without the use of a calibrated torque wrench).Non-shrink grout used to fill the recess beneath the rail post base plates will be a commercially available non-shrink grout containing no metallic particles and capable of attaining a 28-day compressive strength of 3000 psi. The non-shrink grout will be mixed according to the manufacturer’s recommendations. The cost of furnishing and placing the non-shrink grout will be incidental to the contract unit price per foot for Steel Pedestrian Railing on Sidewalk.All steel railing will be galvanized in accordance with ASTM F2329. Galvanized Only Use Note 6 below when paintedAll steel railing will be galvanized in accordance with ASTM F2329, then will be painted in accordance with Section 411 of the Construction Specifications and the color will be an approved green (AMS STD 595 Color 24108) or brown (AMS STD 595 Color 30045) or black (AMS STD 595 27038). The galvanized steel railing will be cleaned in accordance with ASTM D6386 before painting.Welding and Weld Inspection will be done in accordance with the current edition of AWS D1.5 Bridge Welding Code.The costs of structural steel, welding, weld inspection, painting, and galvanization will be incidental to the contract unit price per foot for Steel Pedestrian Railing on Sidewalk and Steel Pedestrian Railing on Concrete Barrier.CHANNEL WORKIf desired, use a variation of this note.In order to assure the hydraulic capacity of the bridge, the finished ground under the bridge will be shaped to match the upstream channel and flood plain. The existing low water channel will be maintained as near as practical to the existing location. Bridge berms will be built as shown on the General Drawing sheet.CHAIN LINK FENCEThese notes are used when the sidewalk railing is to be faced with chain link fence fabric. The supports, posts, and rails in orange text are included when the fence extends above the railing. Select the desired color in note 3.The chain link fence fabric and supports will conform to Section 930 of the Construction Specifications as modified by the following notes.The chain link fence fabric, wire ties, and miscellaneous hardware will be galvanized and conform to AASHTO M181. The fence fabric will be Type IV 9-gauge wire woven in a 2-inch diamond mesh. Knuckled selvage will be used on the top and bottom of the fence fabric.A green (AMS STD 595 Color 24108) or brown (AMS STD 595 Color 30045) or black (AMS STD 595 27038) thermally extruded polyvinyl coating will be applied to the fence fabric, wire ties, and all miscellaneous hardware.The item Chain Link Fence for Bridge Sidewalk will be paid for at the contract unit price per linear foot. This payment will be full compensation for furnishing all material, labor, tools, and equipment necessary or incidental to the construction of the chain link fence including chain link fence fabric, posts, rails, wire ties, miscellaneous hardware, painting, and welding all to satisfactorily complete the work.APPROACH SLABSSleeper slab riser will be cast with or later than the approach slab. Care will be taken to ensure the correct grade is maintained across the top pf the sleeper slab riser. The portion of the sleeper slab below the construction joint may be precast. If the bottom portion of the sleeper slab is precast, the Contractor will submit proposed lifting and setting plans to the Bridge Construction Engineer for approval. In addition, if reinforcing or other details differ from those shown in the plans, the Contractor will submit proposed alternate details for approval. The use of an approved finishing machine will be required during placement of Class A45 Concrete for the approach slabs. Concrete placement in front of the machine will be kept parallel to the screed.Concrete Approach Sleeper Slab for Bridge, whether cast-in-place or precast, will be paid for at the contract unit price per square yard. This payment will be full compensation for all excavation, furnishing, hauling, and placing all materials including concrete and reinforcing steel; for disposal of all surplus materials; and for labor, tools, equipment, and any incidentals necessary to complete this item of work.Concrete Approach Slab for Bridge will be paid for at the contract unit price per square yard. This payment will be full compensation for all excavation, furnishing, hauling, and placing all materials including concrete, asphalt paint or 6 mil polyethylene sheeting, elastic joint sealer, and reinforcing steel; for disposal of all excavated material and surplus materials and for labor, tools, equipment and any incidentals necessary to complete this item of work.AS - BUILT ELEVATION SURVEYThe Contractor will be responsible for producing an as-built elevation survey soon after construction is completed but before the bridge is opened to traffic. The Contractor will be responsible for recording the as-built elevation shown in the plans. The completed table will be given to the Engineer and copies forwarded to the Office of Bridge Design and the Senior Region Bridge Engineer. The elevations will be based on the National Geodetic Survey (NGS) North American Vertical Datum of 1988 (NAVD88). The Engineer will provide the Contractor with a description, elevation, and location of the nearest benchmark that has a NAVD88 established elevation for the Contractor’s use. The benchmark shown in the plans has not been tied to the NAVD88. The Contractor will be responsible for establishing a NAVD88 elevation for the benchmark provided in the plans. All cost associated with obtaining the NAVD88 elevations at the locations shown in the table and for the benchmark shown in the plans, including all equipment, labor, and any incidentals required will be incidental to the contract lump sum price for Bridge Elevation Survey.CRUSHED AGGREGATE SLOPE PROTECTIONAsphalt treatmentThis work will consist of paving the bridge berm slopes with crushed aggregate slope protection for control and prevention of berm erosion.The aggregate used in the crushed aggregate slope protection will conform to the requirements of Section 820 of the Construction Specifications for coarse aggregate for Class A Concrete (Size #1).The asphalt material used in the crushed aggregate slope protection will be either Asphalt Type MC-70 or MC-250, or emulsified Asphalt Type RS-1, RS-2, CRS-1, or CRS-2 meeting the requirements of Section 890 of the Construction Specifications and AASHTO M81, AASHTO M140, and AASHTO M208 respectively.The surface upon which the slope protection is to be placed will be smooth, uniform, and free from foreign material. The top surface of the slope protection will conform to the dimensions, elevations, and slopes shown in the plans.The crushed aggregate will be shaped and compacted to provide a stable, smooth, and uniform surface.The asphalt material will be applied at a rate sufficient to assure penetration and binding of the aggregate in the upper 2 inches of the slope protection. (Estimated Rate = 1.3 gallons per square yard.) The surfaces of the adjacent structure will be protected from spattering or discoloration from the asphalt material.Payment for crushed aggregate slope protection will be at the contract unit price per square yard for Bridge Berm Slope Protection, Crushed Aggregate and will be full compensation for slope paving, including furnishing all materials, labor, and equipment necessary or incidental to the satisfactory completion of this work. Payment will be for plans quantity.SIDEWALK APPROACH SLABSThese notes are used when a sidewalk approach slab is being constructed. Use note 2 if the approach sidewalk and the bridge sidewalk are at different levels.The reinforced concrete sidewalks adjacent to the bridge will be paid for at the contract unit price per square foot for 6” Reinforced Concrete Sidewalk. This payment will be full compensation for all excavation, furnishing, hauling, and placing all materials including concrete, epoxy coated reinforcing steel, asphalt paint or 6 mil polyethylene sheeting, hot poured elastic joint sealer; for disposal of all excavated, and surplus materials; and for all labor, tools, equipment, and incidentals necessary to complete this item of work.The top of the sidewalk will transition from the end of the bridge to the top of approach slab curb at the sidewalk expansion device.All costs involved in furnishing and placing the sidewalk sleeper slabs will be included in the contract unit price per square foot for 6” Reinforced Concrete Sidewalk.SIDEWALK EXPANSION DEVICESThese notes are used when a sidewalk expansion device is necessary.Material for the structural plates and bars will conform to ASTM A36. The end welded deformed bar anchors will conform to ASTM A496.All steel components will be galvanized after shop welding in accordance with ASTM A123.The plain ferrule inserts in the expansion device will be 3/4-inch diameter commercially available regular steel inserts to be positioned by welding onto the plate of the expansion device as shown in the plans.The bolts used to attach the sliding plates to the expansion device will conform to ASTM F593 and will be 3/4-inch diameter Group 2, Type 316 stainless steel socket countersunk head flat screws furnished with a thread type to be compatible to the thread type supplied with the plain ferrule inserts of the expansion device. All bolts are to be coated with liquid thread locking material that is intended to allow for future removal.All costs involved in furnishing and installing the expansion devices at the sidewalks will be included in the contract unit price per square foot for 6” Reinforced Concrete Sidewalk. For informational purposes only, the estimated weight of structural steel in the expansion devices is 352 lbs.COORDINATION WITH RAILROADUse these notes any time a structure is being built over a Railroad. During construction of the bridge, the Contractor shall not interfere with the operations of railroad train movements. Construction activity must not take place within 25 feet of the centerline track when train movements are occurring through the construction site and construction equipment will be removed from this zone prior to arrival of any train. See Special Provision for Working on Railroad Company Right-of-Way.See Special Provision Regarding Railroad Protective Liability Insurance.SPECIAL OR MODIFIED NOTESSTRIP SEAL INSTALLATIONThe hot rolled steel extrusions that are to be cast into the sleeper slabs and approach slabs will be set at the correct grade and crown slope and securely supported during placement of the Class A45 Concrete, Bridge. Care will be taken to ensure that the correct grade is maintained across the joint. ARMOR ANGLE ASSEMBLYSteel for the Armor Angle Assembly will conform to ASTM A36. The Automatic End Welded Deformed Bar Anchor Studs will conform to ASTM A496. The Armor Angle Assembly complete in-place will be a continuous unit.Galvanize the Armor Angles and anything welded to them after all welding is completed. They will be galvanized in accordance with AASHTO M111 (ASTM A123). If welded splices are used subsequent to galvanizing, the weld details and the procedures for preparing the surface for welding and repairing the galvanizing after welding will be included with the shop plans. Repair of galvanizing will be by the zinc-based solder method in conformance with ASTM A780.Welding for the Armor Angle Assembly will be in accordance with AWS Bridge Welding Code D1.5.The cost of the Armor Angle Assembly complete in-place including fabrication, welding, and galvanizing will be incidental to the contract unit price per square yard for Concrete Approach Sleeper Slab for Bridge.FALSEWORK (Add the note below when work is performed over an active roadway)Traffic control considerations require some construction activities to be performed over XXX Avenue traffic. To protect traffic, a roadway canopy containment system will be required. Include details for the roadway canopy with the falsework plans. All costs for furnishing, installing and removing the roadway canopy will be incidental to the contract unit price per cubic yard for Class A45 Concrete, Bridge Deck.RIPRAP(Add the note below when work is performed is a fill section)Berm slope and embankments will be compacted to the Specified Density Method in accordance with Section 120.3.a of the Construction Specifications. Riprap gradation and Drainage Fabric will comply with Section 700.2 of Construction Specifications. Placement of Riprap and Drainage Fabric will be in accordance with Section 700.3 of the Construction Specification and placed in the dry.(Add the note below when work is performed is a cut section)Riprap gradation and Drainage Fabric will comply with Section 700.2 of Construction Specifications. Placement of Riprap and Drainage Fabric will be in accordance with Section 700.3 of the Construction Specification and conditions must be free of standing water.QUARRIED AGGREGATE SLOPE PROTECTION (Add the notes below when no asphalt treatment is desired)This work will consist of paving the bridge berm slopes with crushed aggregate slope protection for control and prevention of berm erosion.The aggregate used in the crushed aggregate slope protection will be composed of durable fragments of quarried quartzite or an approved alternative. The material will be pink in color and well graded with 90 to 100% passing a 6-inch sieve and 0 to 10% passing a 2-inch sieve.The Type A Drainage Fabric will be non-woven.The surface upon which the slope protection is to be placed will be smooth, uniform, and free from foreign material. The top surface of the slope protection will conform to the dimensions, elevations, and slopes shown in the plans.The crushed aggregate will be shaped and compacted to provide a stable, smooth, and uniform surface.Payment for crushed aggregate slope protection will be at the contract unit price per square yard for Bridge Berm Slope Protection, Crushed Aggregate and will include furnishing all materials, labor, and equipment necessary or incidental to the satisfactory completion of this work. Payment will be for plans quantity.APPROACH SLAB UNDERDRAIN SYSTEMAn underdrain system will be placed underneath the sleeper slabs and behind the abutments as shown in the plans in accordance with Section 435 of the Construction Specifications.The 4-inch diameter Perforated PVC Drain Pipe will be PS 46 Solvent Weld PVC Pipe conforming to ASTM F758 or SDR 35 Solvent Weld PVC Pipe conforming to ASTM D3034 with perforations in accordance with ASTM F758. The 4-inch diameter PVC Outlet Pipe will be Schedule 40 PVC Pipe conforming to ASTM D1785 designated as PVC 1120, PVC 1220, or PVC 2120. Pipe sections will be connected using a PVC Solvent Cement conforming to ASTM D2564. The Drain Sleeve shall conform to ASTM D6707.Care will be taken to ensure that the 4-inch diameter Perforated PVC Drain Pipe and the 4-inch diameter PVC Outlet Pipe are not damaged during construction. Sufficient cover material will be placed over the pipes before compaction equipment is allowed over the underdrain system. Any damaged pipes will be replaced by the Contractor at no additional cost to the Department.All labor, tools, equipment, and any incidentals necessary for the Installation of 4-inch diameter Perforated PVC Drain Pipe, 4-inch diameter PVC Outlet Pipe, 5-inch diameter schedule 40 steel pipe, SDR Solvent Weld PVC Coupling, and PVC Cement will be incidental to the contract unit price per foot for 4” Underdrain Pipe.USGS STREAM GAGEA USGS gauging station is located off the NE corner of the existing bridge and will be removed or relocated by the USGS. The Contractor will coordinate the removal or relocation of this station with the USGS. A minimum of two weeks notice will be given to the USGS prior to any work involving the stream gaging station. Contact the U.S. Geological Survey, Water Resource Division (605) 224-8440, 28563 Powerhouse Rd, Pierre, SD 57501(Each Area will have its own location and phone number for USGS).OVERBURDEN EXCAVATION FOR RIPRAPThis work will consist of the removal and replacement of material between the limits of the finished groundline and the top of the riprap. See diagram below (overburden is in grey).Excavation is to be completed after temporary diversion method is in place, if required, with minimal standing water to create the profile of slope protection specified in plans.The removed material will be placed on top of the riprap to the natural ground, proposed groundline, or?specified shape and elevations shown in plans. When overburden extends into the streambed it will form the channel bottom and profile as specified in plans. The finished ground under the bridge will be shaped to match the upstream and downstream channel and flood plain.The overburden material will be placed on top of the riprap and have a maximum lift depth of 1’ – 0” and compacted free of flowing water or standing water in excess or four inches above the riprap at the lowest paction effort will produce a surface that does not pump, rut, or otherwise displace when traveled over with construction equipment to the satisfaction of the Engineer. Material may be added to excavated material to facilitate compaction and handling. Importing, stockpiling, blending, and/or wasting of materials will be incidental to the contract unit price for Overburden Excavation for Riprap.Payment for Overburden Excavation for Riprap will be at the contract unit price and will be full compensation for labor, equipment, tools, and incidentals, including furnishing, installing, and removal of any temporary works necessary to complete the work. Payment will be for plans quantity unless measurement is ordered by the Engineer.Before preparing the bid, it is the responsibility of the Contractor to verify existing conditions to determine if a temporary diversion method and/or dewatering will be required. If required, the Contractor must submit the temporary diversion method and/or dewatering for approval to the Construction Engineer 30 days prior to construction.PERFORATED GEOCELLPerforated Geocell will be from the following company or equivalent:Company:AgtecPhone:1-818-724-7657Website: Geocell will be 6 inches tall with Type B Drainage Fabric underlying the perforated Geocell. Installation will adhere to the manufacturer’s recommendation.Perforated Geocell will be filled with the Select Granular Backfill in accordance with Section 850 of the Construction Specifications.Perforated Geocell will be paid for at the contract unit price per square foot. Payment will be full compensation for furnishing and installing the Perforated Geocell.Select Granular Backfill will be paid for at the contract unit price per ton of material furnished. Payment will be full compensation for furnishing, loading, hauling, and placing the Select Granular Backfill.BRIDGE DECK AND APPROACH PAVEMENT SMOOTHNESSThese notes are used when smoothness is requested in special provisions. The following locations will be tested for smoothness in accordance with the Special Provisions for IRI Bridge Smoothness. (Stationing should be given from 100-foot before begin bridge and 100-foot afterend bridge.)Str. XX-XXX-XXXSta. XX+XX to Sta. XX+XX.GRANULAR BRIDE END BACKFILL, BASE COARSE, AND GEOGRID REINFORCEMENT1.The Geogrid Reinforcement will be a biaxial grid of single layer construction. Vibratory welded, integrally formed or woven and coated geogrids will be acceptable. Grids with laser welded grid junctions will not be allowed. The Geogrid Reinforcement will be certified by the supplier to meet the following specification prior to installation:PropertyTestMARVWide Width Strip Tensile StrengthASTM D 6637850lb/ft MD and XDUltimate Method B2.Geogrid Reinforcement will be paid for at the contract unit price per square yard for Geogrid Reinforcement. Payment quantities will be based on area covered plus 15%. Overlaps are accounted for by the additional 15%. Payment will be full compensation for furnishing and installing the Geogrid Reinforcement only. Granular backfill materials will be paid for under a different bid item.Granular Bridge End Backfill will conform to Section 882 of the Specifications. Granular Bridge End Backfill will be paid for at the contract unit price per cubic yard in accordance with 430.5 of the Specifications. Payment will be full compensation for furnishing and placing this material.Base Coarse material will conform to the specification for Aggregate Base Course in Section 882 of the Specifications. Granular Bridge End Backfill will be paid for at the contract unit price per ton in accordance with 260.5 of the Specifications. Payment will be full compensation for furnishing and placing this material.The Geogrid Reinforcement will be placed on a level surface and overlapped a minimum of 2 feet.The Geogrid Reinforcement will be placed as taut as possible with minimal wrinkles. Placement will be done so that subsequent granular cover material does not shove, wrinkle, or distort the in-place Geogrid Reinforcement. The overlaps will be shingled in a manner that assures granular material will not be forced under the geogrid during backfilling operations. The Geogrid Reinforcement may be held in place with small piles of granular material or staples.Base course will be dumped at least 20 feet behind the leading edge of the backfill and pushed into place with a loader or dozer from the covered areas to the uncovered areas. Traffic will not be allowed on the uncovered geogrid. Granular Bridge End Backfill, Base Course, and adjacent soil embankment shall be built simultaneously in horizontal layers. Base course will be placed in 6-inch maximum lifts and compacted to 97 percent of maximum standard proctor dry density using a smooth face vibratory roller or vibratory plate compactor. Each layer of granular material will be thoroughly watered prior to and during compaction.Density tests within the berm limits shall consist of tests conducted both in the soil embankment and the granular bridge end backfill according to the modified zone requirements below:Zone Depth (ft.)Min. required tests10-1121-3133-5145 to Bottom1 per 3 vertical feetThe zone requirement will be enforced for all phases of staged construction. For example, if the berm on the west side of centerline is constructed separately from the east side, testing by zone will be required on both sides of centerline.Cylindrical footing for light poles, pedestals, and/or signposts located within the reinforced Bridge End Backfill or Base Coarse will be cased. Casing will be of sufficient strength to withstand handling and installation procedures. The casing material may consist of sonotube, corrugated metal pipe, PVC, smooth metal pipe, or any other material as approved by Engineer. Casing will be placed during the construction of the reinforced Bridge End Backfill or Base Coarse and filled around casing. The geogrid is to be cut at the casing locations.When specified for phase construction, use notes belowEach layer of reinforced Bridge End Backfill and/or Base Coarse will be inspected and approved by the Engineer prior to the placement of the next layer.Any equipment used to install the reinforced Bridge End Backfill or Base Coarse over the geotextile fabric, will be operated in such a manner that the geotextile fabric is not damaged. To avoid damaging the fabric, the equipment used to place, spread, and compact material over the geotextile will not be operated on, unless geotextile fabric is cover by six inches of material.The geotextile fabric may be orientated in any direction. To minimize the horizontal deflection of the mechanically stabilized vertical face, it is important to make sure that the geotextile fabric is taut and free of wrinkles during placement of the reinforced bridge end backfill and base coarse material.Any geotextile fabric that is torn, punctured, or damaged will be repaired or replaced by the Contractor at no additional cost to the State. The repair will consist of a patch of the same type of geotextile material being placed over the affected area such that it overlaps the affected area by three feet from every edge. A sewn patch meeting the same requirements for seams strength as that of the fabric being repaired is allowed.Seams that are perpendicular to the face of the mechanically stabilized backfill may be constructed by overlapping the fabric a minimum of two feet. All other seams that cannot meet the minimum 2-foot overlap will be sewn. All seams will be inspected by the Engineer and any deficient seams repaired by the Contractor prior to placement of the next layer of embankment, backfill, or base coarse material. Geotextile fabric that is joined by sewn seams will have the strength requirements of the geotextile fabric. High strength polyester, polypropylene, or Kevlar thread will be used to sew the seams. Nylon threads are not to be used for seams. The edges of the fabric will be even and will be completely penetrated by the stitch.During periods of shipment and storage, the geotextile fabric and geogrid will be enclosed in a heavy opaque wrapping such that both are protected from direct sunlight, ultraviolet rays, soil, and debris. The geotextile fabric will not be subjected to temperatures greater than 140? F.2” RIGID GALVANIZED STEEL CONDUITConduit, with expansion fittings, junction boxes and pull tape will be provided at the location detailed in the plans.Use notes 2 and 3 for longer bridges without integral abutments or with finger jointsExpansion devices are required at each Abutment and at Bents No. XX, XX and XX. Fittings will be waterproof with insulating bushings and bonding jumper. Expansion devices will accommodate the full range of bridge joint movement shown in the plans. Junction boxes will be provided at spacing not to exceed 1000 ft.Pull tape will be 1” tubular wave polyester pull tape with a minimum breaking strength of 6000 lbs.Cast in place concrete inserts for conduit attachment will be Dayton Superior ?” bolt diameter stainless steel F-42 Loop Ferrule Inserts with ?” stainless steel bolts conforming to ASTM F593. Conduit, fittings and attaching hardware will meet the requirements of NFPA 70 National Electrical Code (NEC). All steel components will be hot dip galvanized in accordance with ASTM A123 or A153 as applicable. Isolate the galvanized conduit brackets from the stainless steel insert and bolt with fiber washers.All costs to provide the 2” diameter conduit, including concrete inserts, conduit, attaching hardware, junction boxes, expansion devices, pull tape, labor, equipment and any incidentals necessary to install the conduit will be included in the contract unit price per foot for 2” Rigid Galvanized Steel Conduit. ................
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