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SPECIFICATIONS FOR MANUFACTUREAND INSTALLATION OF CONISPANO BRIDGE SYSTEMS
<br />1. DESCRIPTION
<br />This work shalt consist of constructing a CON/SPAN ® bridge in accordance with these
<br />specifications and in reasonably close conformity with the lines, grades, design and
<br />dimensions shown on the plans oras established by the Engineer to situations where two
<br />or more specifications apply to this work, the most stringent requirements shall govern.
<br />2. TYPES
<br />Precast reinforced concrete CON/SPAN® bridge units manufactured in accordance with this
<br />specification shat/ be designated by span and rise. Precast reinforced concrete
<br />CON/SPAN® wingwalls and headwalls manufactured in accordance with this speaficab'on
<br />shat/ be designated by length, height and deflection angle.
<br />3. MATERIALS- CONCRETE
<br />The concrete for the culverts shall be air -entrained when installed in areas subject to
<br />freeze -thaw conditions, composed of porttand cement, fine and coarse aggregates,
<br />admixtures and water. Air -entrained concrete shaft contain 6± 2 percent air. The air
<br />entraining admixture shalt conform to AASHTO M154.
<br />3.1 Portland Cement - Shatl conform to the requirements of ASTM Specifications
<br />C150 -Type 1, Type !t, or Type 111 cement.
<br />3.2 Coarse Aggregate - Shatl consist of stone having a maximum size of 1 inch.
<br />Aggregate shaft meet requirements forASTM C33.
<br />3.3 Water Reducing Admixture - The manufacturer may submit for approval by the
<br />Engineer, a water -reducing admixture for the purpose of increasing workability
<br />and reducing the water requirement for the concrete.
<br />3.4 Calcium Chloride - The addition to the mix of calcium chloride or admixtures
<br />containing calcium chloride will not be permitted.
<br />4. MATERIALS -STEEL REINFORCEMENTAND
<br />HARDWARE
<br />All reinforcing steel for the culverts shall be fabricated and placed to accordance with the
<br />detailed shop drawings submitted by the manufacturer.
<br />4.1 Steel Reinforcement - Reinforcement shall consist of welded wire fabric
<br />conforming to ASTM Specification A 185 orA 497, or deformed billet steel
<br />bars conforming to ASTM Specification A 615, Grade 60. Longitudinal
<br />distribution reinforcement may consists of welded wire fabric or deformed
<br />billet -steel bars.
<br />4.2 Hardware:
<br />Bolts and threaded rods for wingwall connections shall conform to ASTMA
<br />307 Nuts shall conform to AASHTO M292 (ASTM A 194) Grade 2H. All
<br />bolts threadedn
<br />rods and nuts used in connection win wall
<br />g s shall
<br />be
<br />mechanically zinc coated /n accordance with ASTM B 695 Class 50.
<br />Structural Steel for wingwal/ connection plates and plate washersshall
<br />conform to AASHTO M 270 (ASTMA 709) Grade 36 and shall be hot dip
<br />galvanized as per AASHTO M I T I (ASTM A 123).
<br />Inserts for wingwalls shall be 1 "diameter Two -Bolt Preset Wing wall Anchors
<br />as manufactured by Dayton/Richmond Concrete Accessories, Miamisburg,
<br />Ohio, (800) 745-3700.
<br />Ferru/e Loop Inserts shall be F-64 Ferrule Loop Inserts as manufactured by
<br />Dayton/Richmond Concrete Accessories, Miamisburg, Ohio, (800) 745-3700.
<br />Hook Bolts used in attached headwall connections shall be ASTMA 307.
<br />Inserts for detached headwall connections shall be AIS! Type 304 stainless
<br />steel, F-58 Expanded Coil inserts as manufactured by Dayton/Richmond
<br />Concrete Accessones, Miamisburg, Ohio, (800) 745-3700. Coil rods and nuts
<br />used in headwall connections shall be AISI Type 304 stainless steel Washers
<br />used in headwall connections shall be ettherAISI Type 304 stainless steel
<br />plate washers orAASHTO M270 (ASTMA 709) Grade 36 plate washers hot
<br />dip galvanized as perAASHTO M 111 (ASTM A 153).
<br />Reinforcing bar splices shall be made using the Dowel Bar Splicer System as
<br />manufactured by Dayton/Richniond Concrete Accessories, Miamisburg, Ohio,
<br />(800) 745-3700, and shall consist of the Dowel Bar Splicer (DB -SAE) and
<br />Dowel -In (DI).
<br />5. MANUFACTURE
<br />51 Mixture - The aggregates, cement and water shat/ be proportioned and mixed
<br />in a batch mixer to produce a homogeneous concrete meeting the strength
<br />requirements of this spedfication. The proportion of porttand cement in the
<br />mixture shat/ not be less than 564 pounds (6 sacks) per cubic yard of
<br />concrete.
<br />5.2 Curing - The precast concrete culvert units shat/ be cured for a sufficient
<br />length of time so that the concrete will develop the specified compressive
<br />strength In 28 days or less. Any one of the following methods of curing or
<br />combinations thereof shalt be used
<br />5.21 Steam Curing - The culverts maybe low pressure, steam cured by a
<br />system that will maintain a moist atmosphere.
<br />522 Water Cunng - The culverts may be water cured by any method that
<br />will keep the sections moist.
<br />5.2.3 Membrane Curing -A seating membrane confomling to the
<br />requirements ofASTM Specification C 309 may be applied and shat/
<br />be left intact until the required concrete compressive strength is
<br />attained. The concrete temperature at the time of application shat/ be
<br />within t 10 degrees Fof the atmospheric temperature. All surfaces
<br />shat/ be kept moist poor to the application of the compounds and shatl
<br />be damp when the compound is applied.
<br />5.3 Fomrs - the forms used in manufacture shat/ be sufbdentty rigid and accurate
<br />to maintain the culvert dimensions within the permissible vanations given in
<br />Section 7 of these specifications. All casting surfaces shall be of a smooth
<br />material.
<br />54 Handling - Handling devices or holes shat/ be pemhitted in each culvert for
<br />the purpose of handling and setting.
<br />5.5 Storage - The precast elements shall be stored in such a manner to prevent
<br />cracking or damage. The units shat/ not be moved until the concrete
<br />compressive strength has reached a minimum of 2500psi, and they shat/ not
<br />be stored in an upright position until the concrete compressive strength is a
<br />minimum of 4, 000 psi.
<br />6. DESIGN
<br />6.1 The precast element dimension and reinforcement details shall be as
<br />prescribed in the plan and the shop drawings provided by the
<br />manufacturer, subject to the provisions of Section 7, below. The
<br />minimum concrete compressive strength shall be as shown on the
<br />shop drawings. The minimum steel yield strength shall be 60,000
<br />psi, unless otherwise noted on the shop drawings.
<br />6.2 The precast elements are designed in accordance with the Standard
<br />Specifications for Highway Bridges" 17th Editton, adopted by the
<br />American Association of State Highway and Transportation Officials,
<br />2002. A minimum of one foot of cover above the crown of the bridge
<br />units is required in the installed condition. (Unless noted otherwise
<br />on the shop drawings and designed accordingly.)
<br />6.3 Placement of Reinforcement in Precast Bridge Units - The cover of
<br />concrete over the outside circumferential reinforcement shall be 2
<br />inches minimum. The cover of concrete over the inside circumferential
<br />reinforcement shall be 1112 inches minimum, unless otherwise noted
<br />on the shop drawings. The clear distance of the end circumferential
<br />wires shall not be less than one inch nor more than two inches from
<br />the ends of each section. Reinforcement shall be assembled utilizing
<br />single or multiple layers of welded wire fabric (not to exceed 3
<br />layers), supplemented with a single layer of deformed billet -steel bars,
<br />when necessary. Welded wire fabric shall be composed of
<br />circumferential and longitudinal wires meeting the spacing
<br />requirements of 6.6, below, and shall contain sufficient longitudinal
<br />wires extending through the bridge unit to maintain the shape and
<br />position of the reinforcement. Longitudinal distribution reinforcement
<br />may be welded wire fabric or deformed billet -steel bars and shall
<br />meet the spacing requirements of 6.6, below. The ends of the
<br />longitudinal dtsinbutton reinforcement shall be not more than 3 inches
<br />and not less than 1112 inches from the ends of the bridge unit.
<br />6.4 Placement of Reinforcement for Precast Wingwalls and Headwalls -
<br />The cover of concrete over the longitudinal and transverse
<br />reinforcement shall be 2 inches minimum. The clear distance from the
<br />end of each precast element to the end transverse reinforcing steel
<br />shall not be less than one inch nor more than two inches.
<br />Reinforcement shall be assembled utilizing a single layer of welded
<br />wire fabric, or a single layer of deformed billet -steel bars. Welded
<br />wire fabric shall be composed of transverse and longitudinal wires
<br />meeting the spacing requirements of 6.7, below, and shall contain
<br />sufficient longitudinal wires extending through the element to maintain
<br />the shape and position of the reinforcement. Longitudinal
<br />reinforcement may be welded wire fabric or deformed billet -steel bars
<br />and shall meet the spadng requirements of 6.7, below. The ends of
<br />the longitudinal reinforcement shall be not more than 3 inches and
<br />not fess than 1112 inches ches from the ends of the walls.
<br />6.5 Bending of Reinforcement for Precast Bridge Units - The outside and
<br />inside arcum n
<br />fere hal reinforcingsteel for the comers of the bridge
<br />9
<br />shall be bent to such an angle that is approximately equal to the
<br />configuration of the bridge's outside comer.
<br />6.6 Laps, Welds, and Sparing for Precast Bridge Units - Tension splices
<br />in the circumferential reinforcement shall be made by lapping. Laps
<br />maybe tack welded together for assemblypurposes. Forsmooth
<br />welded wire fabric, the ovenap shall meet the requirements of
<br />AASHTO 8.30.2 and 8.326. For deformed welded wire fabric, the
<br />ovenap shall meet the requirements ofAASHTO 8.30.1 and 8.32.5.
<br />The ovedap of welded wire fabric shall be measured between the
<br />outer most longitudinal wires of each fabric sheet. For deformed
<br />billet -steel bars, the overlap shall meet the requirements ofAASHTO
<br />8.25. For splices other than tension splices, the ovedap shall be a
<br />minimum of 12" for welded wire fabric or deformed billet -steel bars.
<br />The spacing center to center of the circumferential wires in a wire
<br />fabric sheet shall be not less than 2 inches nor more than 4 inches.
<br />The spacing center to center of the longitudinal wires shall not be
<br />more than 8 inches. The spacing center to center of the longitudinal
<br />distribution steel for either line of reinforcing fn the top slab shall be
<br />not more than 16 inches.
<br />6.7 Las Welds an
<br />Laps, d Spacing for Precast Wingwalls and Headwalls -
<br />Splices to the reinforcement shall be made by lapping. Laps may be
<br />tack welded together for assembl
<br />og assemblypurposes For smooth welded wire
<br />fabric, the overlap shall meet the requirements ofAASHTO 8.30.2
<br />and 8.32.6. For deformed welded wire fabric, the ovedap shall meet
<br />the requirements ofAASHTO 8.30.land 8.32.5. For deformed
<br />billet -steel bars, the ovenap shall meet the requirements ofAASHTO
<br />8.25. The spacing center -to -center of the wires in a wire fabnc sheet
<br />shall be not less than 2 inches nor more than 8 inches.
<br />7. PERMISSIBLE VARIATIONS
<br />7.1 Bridge Units
<br />7.1.1
<br />Internal Dimensions - The intemal dimension shall vary not
<br />�
<br />more than 1 % from the design dimensions nor more than 1-1/2
<br />Group Classification
<br />inches whichever is less. The haunch dimensions shall vary
<br />A-3 A-2
<br />not more than 3/4 inch from the design dimension.
<br />7.1.2
<br />Slab and Walt Thickness - The slab and wall thickness shall
<br />••
<br />not be less than that shown in the design by more than 1/4
<br />A-211 A-25
<br />inch. A thickness more than that required In the design shall
<br />A-2-7
<br />not be cause for rejection.
<br />7.1.3
<br />Length of Opposite Surfaces - Variations in laying lengths of
<br />••
<br />two opposite surfaces of the bridge unit shall not be more than
<br />1/2 inch in any section, except where beveled ends for laying
<br />No. 10
<br />of curves are specified by the purchaser
<br />7.1.4
<br />Length of Section - The underrun in length of a section shall
<br />b
<br />not be more than 1/2 inch in any bridge unit.
<br />7.1.5
<br />Position of Reinforcement - The maximum variation in position
<br />51 min.
<br />of the reinforcement shall be t 1/2 inch. In no case shall the
<br />cover over the reinforcement be less than 1112 inches for the
<br />No. 200
<br />outside circumferential steel or be less than 1 inch for the
<br />f0 max. 35 max 35 max.
<br />inside circumferential steel as measured to the external or
<br />35 max.
<br />intemal surface of the bridge. These tolerances or cover
<br />Characteristics of Fraction Passing
<br />requirements do not apply to mating surfaces of the joints.
<br />7.1.6
<br />Area of Reinforcement - The areas of steel reinforcement shall
<br />be the design steel areas as shown in the manufacturer's shop
<br />No. 40
<br />drawings. Steel areas greater than those required shall not be
<br />cause for rejection. The permissible variation in diameter of
<br />any reinforcement shall conform to the tolerances prescribed in
<br />Liquid Limit
<br />the ASTM Specification for that type of reinforcement.
<br />7.2 Wtngwalls and Headwalls
<br />7.2.1 Wall Thickness - The wall thickness shall not vary from that
<br />shown in the design by more than 1/2 inch.
<br />7.2.2 Length/Height of Wall sections - The length and height of the
<br />wall shall not vary from that shown in the design by more than
<br />1/2 inch.
<br />7.2.3 Position of Reinforcement - The maximum variation in the
<br />position of the reinforcement shall be t 1/2 inch. In no rase
<br />shall the cover over the reinforcement be less than 1 1/2
<br />inches.
<br />72.4 SLm of Reinforcement - The permissible variation in diameter of
<br />any reinforcing shall conform to the tolerances prescribed in
<br />the ASTM Specification for that type of reinforcing. Steel area
<br />greater than that required shall not be cause for rejection.
<br />8. TESTING AND INSPECTION
<br />8.1 Type of Test Specimen - Concrete compressive strength shall be
<br />determined from compression tests made on cylinders or cores. For
<br />cylinder testing, a minimum of 4 cylinders shall be taken during each
<br />production run. For core testing, one core shall be cut from each of
<br />3 precast elements selected at random from each production group.
<br />A production group shall be defined as 15 or fewer bridge units (of a
<br />particular size), wingwalls or headwalls in a continuous production run.
<br />For each continuous production run, each production group or fraction
<br />thereof shall be considered separately for the purpose of testing and
<br />acceptance. A production run shall be considered continuous if not
<br />interrupted for more than 3 consecutive days.
<br />8.2 Compression Testing - Cylinders shall be made and tested as
<br />prescribed by the ASTM C 39 Specification. Cores shall be obtained
<br />and tested for compressive strength in accordance with the provisions
<br />of the ASTM C497 Specification.
<br />8.3 Acceptabiflty of Cylinder Tests - When the average compressive
<br />strength of all cylinders tested is equal to or greater than the design
<br />compressive strengM, and not more than 10 % of the cylinders tested
<br />have a compressive strength less than the design concrete strength,
<br />and no cylinder tested has a compressive strength less than 80 % of
<br />the design compressive strength, then the lot shall be accepted.
<br />When the compressive strength of the cylinders tested does not
<br />conform to this acceptance aitena, the acceptability of the lot may be
<br />determined as descnbed in section 8.4, below.
<br />8.4 Acceptability of Core Tests - The compressive strength of the
<br />concrete in eachroduction group as defined in 8.1 is acceptable
<br />P
<br />when the average core test strength is equal to or greater than the
<br />design concrete strength. When the compressive strength of the core
<br />tested is less than the design concrete strength, the precast element
<br />from which that core was taken may be re -cored. When the
<br />compressive strength of the re -core is equal to or greater than the
<br />design concrete strength, the compressive strength of the concrete in
<br />that production group is acceptable.
<br />8.4.1 When the compressive strength of any recore is less
<br />than the design concrete strength, the precast element
<br />from which that core was taken shall be rejected Two
<br />precast elements from the remainder of the group shall
<br />be selected at random and one core shall be taken from
<br />each. if the compressive strength of both cores is equal
<br />to or greater than the design concrete strength, the
<br />compressive strength of the remainder of that group is
<br />acceptable. if the compressive strength of either of the
<br />two cores tested is less than the design concrete
<br />strength, the remainder of the group shall be rejected or,
<br />at the option of the manufacturer, each precast element
<br />of the remainder of the group shall be cored and
<br />accepted individually, and any of these elements that
<br />have cores with less than the design concrete strength
<br />shall be rejected
<br />8.4.2 Plugging Core Holes - The core holes shall be plugged
<br />and sealed by the manufacturer in a manner such that
<br />the elements will meet all of the test requirements of this
<br />specification. Precast elements so sealed shall be
<br />considered satisfactory for use.
<br />8.4.3 Test Equipment - Every manufacturer fumishing culverts
<br />under this specification shall furnish all facilities and
<br />personnel necessary to carryout the test required.
<br />9. JOINTS
<br />The bridge units shall be produced with flat butt ends. The ends of the bridge
<br />units shall be such that when the sections are laid together they will make a
<br />continuous line of with a smooth interior free of appreciable inWulanhes, all
<br />compatible with the permissible variations to Section 7, above. The joint width shall
<br />not exceed 3/4 inches.
<br />10. WORKMANSHIP AND FINISH
<br />The bade units wingwalls, n
<br />g g , and headwalls shag be substantially free of fractures.
<br />The ends of the badge units shall be normal to the walls and centerttne of the
<br />badge section, within the limits of the variations given in section 7, above, except
<br />where beveled ends are specified. The faces of the wingwalls and headwalls shat/
<br />be parallel to each other, within the limits of variations given in section 7, above.
<br />The surface of the precast elements shall be a smooth steel form or troweled
<br />surface. TiaPeed air pockets causing surface defects shall be considered as part
<br />of a smooth, steel form finish.
<br />11. REPAIRS
<br />Precast elements may be repaired, if necessary, because of imperfections in
<br />manufacture or handling damage and will be acceptable If, in the opinion of the
<br />purchaser, the repairs are sound, properly finished and cured, and the repaired
<br />section conforms to the requirements of this specification.
<br />12. INSPECTION
<br />The quality of materials, the process of manufacture, and the finished culverts shall be subject
<br />to inspection by the purchaser.
<br />13. REJECTION
<br />The precast elements shat/ be subject to rejection on account of any of the specification
<br />requirements. Individual precast elements maybe rejected because of any of the following.
<br />13.1 Fractures or cracks passing through the wall, except for a single end crack that
<br />does not exceed one half the thickness of the wall.
<br />13.2 Defects that indicate proportioning, mixing, and molding not in compliance with
<br />Section 5 of these specifications.
<br />13.3 Honeycombed or open texture.
<br />13.4 Damaged ends, where such damage would prevent making a satisfactory joint
<br />14. MARKING
<br />Each bridge unit shall be ceallymarked by waterproof paint The following shall be shown on
<br />the inside of the vertical leg of the badge section:
<br />Bridge Span X Bridge Rise
<br />Date of Manufacture
<br />Name or trademark of the manufacturer
<br />15. CONSTRUCTION REQUIREMENTS
<br />151 Footings - The bridge units and wingwalls shall be installed on either precast or
<br />cast -in-place concrete footings. The design size and elevation of the footings shalt
<br />be as determined by the Engineer. A three incl deep keyway shatl be formed in
<br />the top surface of the bridge footing three inches clear of the inside and outside
<br />faces of the bridge units, unless specified otherwise on the plans. No keyway is
<br />required in the wingwal/ footings, unless otherwise speafied on the plans. The
<br />footings shalt be given a smooth float finish and shall reach a compressive
<br />strength of 2, 000 psi before placement of the bridge and wingwal/ elements. The
<br />completed footing surface shalt be constructed in accordance with grades shown
<br />on the plans. When tested with a 10 foot straight edge, the surface shatl not
<br />vary more than 1/4 inch in 10 feet. If a precast concrete footing is used, the
<br />contractor shall prepare a 4 inch thick base layer of compacted granular material
<br />the full width of the footing prior to placing the precast footing.
<br />15.2 Placement of the Bridge Units, Wingwalls and Headwalls - The bridge units,
<br />wingwalls and headwalls shall be placed as shown on the Engineer's plan
<br />drawings. Special care shall be taken in setting the elements to the true line and
<br />grade. The badge units and wingwalls shall be set on 6"x 6"masonite or steel
<br />shims. A minimum u a of 1/2 inch shall be providedn
<br />9P
<br />between the footing and the
<br />bottom of the bridge's vertical legs or the wingwal/. The gap shat/ be filled with
<br />cement grout (Portland cement and water or cement mortar composed of Portland
<br />cement, sand and water) with a minimum 28 -day compressive strength of 3000
<br />pst. if units have been set with temporary ties (cables, bars, etc.) grout must
<br />attain a minimum compressive strength of 1500 psi before ties may be removed.
<br />153 External Protection of Joints - The butt joint made by two adjoining badge units
<br />shall be covered with a 7/8"x 1 3/8"preformed bituminous joint sealant and a
<br />minimum of 9inch wide joint wrap. The surface shall be free of dirt before
<br />applying the joint material. A primer compatible with the joint wrap to be used
<br />shall be applied for a minimum width of nine inches on each side of the joint.
<br />The external wrap shall be either EZ WRAP RUBBER by PRESS -SEAL GASKET
<br />CORPORATION, SEAL WRAP by MAR MAC MANUFACTURING CO. INC. or
<br />approved equal. The joint shall be covered continuously from the bottom of one
<br />bridge section leg, across the top of the arch and to the opposite bridge section
<br />leg. Any laps that result in the joint wrap shall be a minimum of six inches long
<br />with the ovedap running downhill.
<br />In addition to the joints between bridge units, the joint between the end bridge
<br />unit and the headwall shall also be sealed as described above. If precast
<br />wingwalls are used, the joint between the end badge unit and the wingwal/ shall
<br />be sealed with a 2'-0"strip of filter fabric. Also, if Aft holes are formed in the arch
<br />units, they shall be primed and covered with a 9"x 9' square ofjoint wrap.
<br />Dunng the backfilling operation, care shall be taken to keep the joint wrap in its
<br />proper location over the joint.
<br />154 Backfill - Ball shall be considered as all replaced excavation and new
<br />embankment adjacent to the CON/SPAN® bridge units, wingwalls, and headwalls.
<br />The project construction and material specifications which Include the specifications
<br />for excavation for structures and roadway excavation and embankment
<br />construction, shall apply except as modified in this section.
<br />No ball shall be placed against any structural elements until they have been
<br />approved by the Engineer.
<br />Backfill against a waterproofed surface shall be placed carefully to avoid damage
<br />to the waterproofing material.
<br />Mechanical tampers or approved compacting equipment shall be used to compact
<br />all backfill and embankment immediately adjacent to each side and over the top
<br />of each bridge unit until it is covered to a minimum depth of one foot, unless the
<br />design fill height is less than 1'-0" The backfill within the Critical Backfill Zone
<br />(shown in the diagrams below) shall be placed in lifts of eight inches or less
<br />(loose depth). Heavy compaction equipment shall not be operated to this area or
<br />over the bridge until it is covered to a depth of one foot unless the design fill
<br />height is less than P 0'
<br />Lightweight dozers and graders maybe operated over bridge units having one
<br />foot of compacted cover, but heavy earth moving equipment (larger than a 011
<br />Dozer weighing to excess f 1
<br />g g o 2 tons and having track pressures of eight psi or
<br />greater) shall require two feet of cover unless the design cover is less than two
<br />feet. In no case shall equipment operating in excess of the design load (HS20
<br />or HS25) be permitted over the bridge units unless approved by CON/SPANO.
<br />Any additional fill and subsequent excavation required to provide this minimum
<br />cover shall be made at no additional cost to the project
<br />As a precaution against introducing unbalanced stresses in the bridge, when
<br />placing backfill at no time shall the difference between the heights of fill on
<br />opposite sides of the bridge exceed 24'
<br />Backfill In front of wingwalls shall be carried to ground lines shown in the plans.
<br />For All heights over 12 feet, no backfilling may begin unttla backfill compaction
<br />testing plan has been coordinated with and approved by CON/SPAN® Badge
<br />Systems. Cost of the backfill compaction testing shall be included in the cost of
<br />the precast units. This included cost applies only to projects with fill heights over
<br />12 feet (as measured from top crown of arch to finished grade).
<br />16. QUALITYASSURANCE
<br />The Precaster shall demonstrate adherence to the standards set forth in the NPCA Quality Control Manual. The Precaster shall
<br />meet either Section 16.1 or 16.2.
<br />16.1 Certification: The Precaster shall be certified by the Precast/Prestressed Concrete Institute Plant Certification Program
<br />or the National Precast Concrete Association's Plant Certification Program prior to and during production of the
<br />products covered by this specification.
<br />16.2 Qualifications, Testing and Inspection
<br />16.2.1 The Precaster shall have been in the business of producing precast concrete products similar to those
<br />specified for a minimum of three years. He shall maintain a permanent quality control department or retain an
<br />independent testing agency on a continuing basis. The agency shall issue a report, certified by a licensed
<br />engineer, detailing the ability of the Precaster to produce quality products consistent with industry standards.
<br />16.2.2 The Precaster shall show that the following tests are performed in accordance with the ASTM standards
<br />indicated. Tests shall be perfomled for each 150 cubic yards of concrete placed, but not less frequently than
<br />once per production run, as defined in §8 of these specifications.
<br />16.2.2.1 Air Content: C231 or C173
<br />16.2.2.2 Compressive Strength: C39, C497
<br />16.2.3 The Precaster shall provide documentation demonstrating compliance with this section to CON/SPAN® Bridge
<br />Systems at regular intervals or upon request.
<br />16.2.4 The Owner shall place an inspector in the plant when the products covered by this specification are being
<br />manufactured.
<br />Varies by Anchor Type
<br />BACKFILL DESCRIPTION (AASHTO M 145-91)
<br />A=3'2"
<br />�
<br />B=44' Limits of
<br />Group Classification
<br />C=5'1" t'-0" Excavation
<br />A-3 A-2
<br />Finished Grade D--6'-1" Min.
<br />a
<br />E=7'1"
<br />••
<br />Comparted Material
<br />A-211 A-25
<br />(Same as unit backfill)
<br />A-2-7
<br />�� /iii,
<br />Sieve Analysis, Percent Passing (100%
<br />8°0
<br />••
<br />°OO�wP.•a °Ori°
<br />4099
<br />o° 0 - o ea° o
<br />No. 10
<br />cow cow cow cow
<br />cow ���
<br />p
<br />li
<br />Precast wingwall C5ab°� eb°�°
<br />b
<br />ooze cow° oo� cow°
<br />No. 40
<br />30 max. 50 max.
<br />51 min.
<br />b, -0
<br />Q cow° °per °
<br />No. 200
<br />Limits ofCnbcal
<br />f0 max. 35 max 35 max.
<br />O ° \ ,T\ Backfill Zone
<br />35 max.
<br />o (C.B.Z)
<br />)
<br />Characteristics of Fraction Passing
<br />r..
<br />sIn-Situt
<br />Soil
<br />4
<br />�}il bb
<br />Grout
<br />No. 40
<br />WINGWALL BACKFILL REQUIREMENTS
<br />Compacted Material
<br />(see chart below)
<br />fnsitu
<br />Soil?
<br />o �o
<br />o �o
<br />o,
<br />BACKFILL DESCRIPTION (AASHTO M 145-91)
<br />Q
<br />�
<br />o •�°°°°o
<br />Group Classification
<br />A-1
<br />A-3 A-2
<br />1 �
<br />a
<br />A•4
<br />••
<br />A - 1-a A -1-b
<br />A-211 A-25
<br />A-2-6
<br />A-2-7
<br />�� /iii,
<br />Sieve Analysis, Percent Passing (100%
<br />Passing 3" Sieve)
<br />••
<br />No. 10
<br />50 max.
<br />No. 40
<br />30 max. 50 max.
<br />51 min.
<br />No. 200
<br />15 max 25 max.
<br />f0 max. 35 max 35 max.
<br />35 max
<br />35 max.
<br />36 min.
<br />Characteristics of Fraction Passing
<br />No. 40
<br />Liquid Limit
<br />40 max. 41 min.
<br />40 max.
<br />41 min.
<br />40 max.
<br />Plasticity Index
<br />6 max.
<br />N.P. 10 max. 10 max.
<br />11 min.
<br />11 min.
<br />10 max.
<br />Usual Types of Significant
<br />Stone Fragments,
<br />Fine Silty or Clayey Gravel
<br />and Sand
<br />Silty Soils
<br />Constituent Materials
<br />Gravel & Sand
<br />Sand
<br />General Rating as Subgrade
<br />Excellent le Good
<br />Fair to Poor
<br />Compacted Material
<br />(see chart below)
<br />fnsitu
<br />Soil?
<br />o �o
<br />o �o
<br />o,
<br />Li N
<br />Q
<br />�
<br />o •�°°°°o
<br />pOH
<br />V y
<br />o �°a
<br />OUTSIDECSZ
<br />Spon
<br />ELEVATION
<br />0M©C mrmw
<br />0
<br />�
<br />Q
<br />ACCEPTABLE MATERIAL
<br />W
<br />�
<br />OO
<br />INSIDEC82
<br />OUTSIDECSZ
<br />1 �
<br />a
<br />1
<br />11
<br />••
<br />s
<br />0
<br />G
<br />•
<br />I
<br />0
<br />13938
<br />ACCEPTABLE MA TERIAL
<br />ACCEPTABLE MATERIAL
<br />1
<br />II
<br />;
<br />INSIDEC82
<br />OUTSIDECSZ
<br />1 �
<br />> 12'-0"
<br />1
<br />11
<br />••
<br /><24'0"
<br />•
<br />I
<br />••
<br />�� /iii,
<br />,•
<br />At, A3
<br />••
<br />Finished Grade
<br />2
<br />Limits of
<br />Cnbcal J
<br />Backfill Zone U
<br />o° `o oho (C.B.Z)
<br />I I-'
<br />4'-0" min
<br />o - e^
<br />NOTES
<br />I. SEE CON/SPAN® SPECIFICATIONS SECTION 154 FOR BACKFILL SPECIFICATIONS.
<br />2. FOR FILL HEIGHTS GREA TER THAN 2'-0'C.B.Z.LIMIT SHALL BE 2'"ABOVEARCHCROWN FOR FILL HEIGHTS
<br />LESS THAN 2' 0' THE FINISHED GRADE SHALL BE THE BOUNDARY LINE FOR THE C.B.Z
<br />3. BACKFILLING OPERATIONS WITHIN THE C.B.Z SHALL BE PERFORMED IN LIFTS OF 8" OR LESS (LOOSE DEPTH).
<br />4. MAXIMUM DRYDENSITY SHALL BE DETERMINED BYAASHTO T-99 OR OTHER APPROVED METHODS.
<br />5 BACKFILL SHALL BE COMPACTED IN LAYERS UNTIL THE DENSITY IS NOT LESS THAN 95 % OF THE MAXIMUM
<br />DRYDENSITY
<br />"" EMBANKMENT MATERIAL PER PROJECT SPECIFICATIONS
<br />BACKFILL REQUIREMENTS
<br />Pro 11
<br />Pe Y
<br />13938
<br />ACCEPTABLE MA TERIAL
<br />ACCEPTABLE MATERIAL
<br />SPAN
<br />FILL HEIGHT
<br />INSIDEC82
<br />OUTSIDECSZ
<br /><24'0"
<br />> 12'-0"
<br />A1, A3
<br />••
<br /><24'0"
<br />< 12'-0'
<br />A1, A2, A3, A4
<br />••
<br />>24'0"
<br />ALL
<br />At, A3
<br />••
<br />"" EMBANKMENT MATERIAL PER PROJECT SPECIFICATIONS
<br />BACKFILL REQUIREMENTS
<br />Pro 11
<br />Pe Y
<br />13938
<br />Compacted
<br />WJA
<br />Embankment
<br />Material, by
<br />PAC
<br />Project
<br />2
<br />Specification
<br />p
<br />U
<br />2
<br />C'J
<br />O
<br />2
<br />RENSED 9/J/Q7 S-EN.DMC
<br />REHSED 1/15/02 MEC4.DNC
<br />RENSED 6/12/01 9TUDNC
<br />RENSED 7/21/00 S91FCJD110
<br />REN.SED 7/14/97 SPECISOU
<br />RENSED 4/4/96 -WECI.DMC
<br />REMED J/5/96 WEC1.0#G
<br />R"50 11/14/94 WECI.DW
<br />REWIV 5/25/94 9-ECI.DMC
<br />REl4SED 9/10/91 SEC1.D0V
<br />W
<br />KLD
<br />13938
<br />WJA
<br />Sheet No.
<br />PAC
<br />CIS 7
<br />1/11/06
<br />
|