Section 572 — Concrete Repair
Description
572.01This work consists of repairing concrete in bridges, culverts, and other structures. This work also includes crack sealing by the gravity method.
Material
572.02Conform to the following Section and Subsections: Coarse aggregate for concrete 703.02 Color coat ing 725.15 Concrete curing material and additives 711 Epoxy resin adhesives 725.12 Fine aggregate for concrete 703.01 Galvanic anodes 725.16 High molecular weight methacrylate 725.18 Hydraulic cement 701.01 Non-shrink grout 701.04(b)(1) Packaged repair mortar 701.05(b) Penetrating stain for concrete 719.05 Polyester resin binder 725.17 Pozzolans 701.03 Reinforcing steel 709.01 Sealants, fillers, and seals 712.01 Water for cementitious materials 725.01(a)
Construction Require ments
572.03Composition. Provide repair materials for the different classes of repairs that conform to the following :
(a)Hydraulic cement concrete. Submit written concrete mix designs for approval at least 30 days before production. Include the items listed in Subsection 601.03 in each mix design submittal. Do not start production until the mix design is approved. Provide a concrete mixture that conforms to the requirements shown in Table 572-1 or 572-2. Table 572-1 Composition of Repair and High Early Strength (HES) Concrete
Class of
Concrete(1) Early Age 48-Hour
Design
Compressive
Strength,
AASHTO T22 pounds per square inch 28-Day
Design
Compressive
Strength,
AASHTO T22 pounds per square inch Plastic
Air Content ,
percent minimum(2) Maximum Water/
Cementitious
Material
Ratio(4) Slump, inches(3) Nominal
Maximum Size
Aggregate ,
AASHTO M 40 Repair 2000 4500 5.0 0.45 ±1 from provided target #67 or #78 HES 3000 5000 5.0 0.40 ±1 from provided target #67 or #78
(1)Conform to ASTM C1157 for portland cement in concrete.
(2)Measure plastic air content according AASHTO T 152 Method B. Maximum plastic air content is 9 percent .
(3)Conform to the supplier provided target slump. Maximum slump is 8 inches if approved mix design includes a high-range water reducer.
(4)If supplementary cementitious materials are used, conform to Table 552-2 limits. Table 572-2 Composition of Very High Early Strength (VHES) Concrete
Class of
Concrete(1) Early Age 4-Hour Design
Compressive
Strength,
AASHTO T22 pounds per square inch 28-Day
Design
Compressive
Strength,
AASHTO T22 pounds per square inch Freeze
Thaw
Resistance
ASTM
C666
Method A
(minimum) Maximum Water/
Cementitious
Material
Ratio Slump,
inches(3) Nominal
Maximum Size
Aggregate ,
AASHTO M 40 VHES 3000 5000 RDME(2) > 96% 0.42 ±1 from provided target #67 or #78
(1)Conform to ASTM C1600 Class URH or Class VRH for hydraulic cement in concrete.
(2)Relative dynamic modulus of e lasticity (RDME) measured according to ASTM C666 .
(3)Conform to the supplier provided target slump. Submit concrete mix designs on Form FHWA 1606, Minor Portland Cement Concrete Mix Design for hydraulic cement concrete mixtures supplied by a ready -mix truck or a volumetric mixer. For hydraulic concrete mixtures using prepackaged bags, submit the manufacturer’s product data sheet, mixing requirements, and placement methods. When using prepackaged bag mixtures for HES classes of concrete, provide mixes able to generate a stable air void system with a minimum air content shown in Table 572-1. Demonstrate that the prepack aged bag mixture conforms to the requirements of the class of concrete submitted for the items of work. Complete a trial batch to demonstrate conformance with entrained air requirement with mixing methods and type of equipment that will be used for the wor k.
(b)Polymer resin concrete. Provide an organic polymer resin concrete mixture consisting of organic polymer and aggregates, including an epoxy resin adhesive or polyester resin binder. Submit the manufacturer’s product data sheet, mixing requirements, and placement methods. Conform to the requirements shown in Table 572-3. Table 572-3
Composition of Polymer Resin Concrete
Class of
Concrete 6-Hour
Compressive
Strength,
AASHTO T22 pounds per square inch 24-Hour
Compressive
Strength,
AASHTO T22 pounds per square inch Thermal
Compatibility
ASTM C884 ASTM C1202
Rapid Chloride
Permeability,
Coulombs Nominal Maximum
Size Aggregate
AASHTO M 40
Polymer resin
concrete 1000 3500 Pass <100 #67, #78, or #8
(c)Hydraulic cement repair mortar. Provide a mortar that conforms to the requirements of ASTM C882 R1, R2, or R3 as modified in Table 572-4. Table 572-4
Hydraulic Cement Repair Mortar
Class of Mortar(1) 24-Hour
Compressive
Strength ,
ASTM C109 pounds per square inch 7-Day
Compressive
Strength,
ASTM C109 pounds per square inch Freeze Thaw
Resistance ,
ASTM C666
Method A
(minimum) Maximum Drying Shrinkage , ASTM C157 , (modified by ASTM C882) 28-Day Horizontal 2000 4500 RDME(2) > 95% 0.06%
Vertical &
overhead 3000 5000 RDME(2) > 95% 0.07%
(1)Conform to ASTM C1157 or ASTM C1600 hydraulic cement in repair mortar.
(2)Relative dynamic modulus of e lasticity (RDME) as measured according to ASTM C666. Submit the manufacturer’s product data sheet, mixing requirements, and placement methods.
(d)Polymer resin mortar. Provide an organic polymer binder mortar mixture consisting of organic polymer and fine aggregates, including an epoxy resin adhesive or polyester resin bi nder. Submit the manufacturer’s product data sheet, mixing requirements, and placement methods for the polymer mortar. Conform to the requirements shown in Table 572-5. Table 572-5
Composition of Polymer Resin Mortar
Class of Mortar 8-Hour
Compressive
Strength,
ASTM C109, pounds per square inch 24-Hour
Compressive
Strength,
ASTM C109, pounds per square inch Thermal
Compatibility ,
ASTM C884
Polymer resin
mortar 3000 7000 Pass
(e)Crack sealing (gravity feed method). Provide low viscosity epoxy resin adhesive or low viscosity high molecular weight methacrylate (HMWM), for crack sealing by the gravity feed method. Conform to AASHTO M 235 , Type I, Class C performance requirements for epoxy resin adhesive. For low viscosi ty HMWM conform to requirements shown in Table 572-6. Table 572-6 Performance Requirements of High Molecular Weight Methacrylate for Gravity Feed Crack Sealing
Maximum
Viscosity,
ASTM D1084 , centipoises Minimum 7-Day
Tensile
Strength,
ASTM D638 , pounds per square inch Minimum 7-Day
Compressive
Strength,
ASTM D638 , pounds per square inch Minimum
Elongation at
Break ,
ASTM D638 , percent 25 7000 12,000 4.0
572.04Concrete Repair Mapping and Repair Type Categorization. Verify each concrete repair shown in the plans. Sound concrete or use other approved methods to verify that concrete adjacent to the designated repair area is not defective. Determine the extent of the additional unsound concrete around designated repair area. Mark boundaries and document extent of repair area. Determine length of cracks that are designated in the plans for sealing. Determine if the cracks have extended in length. Mark length and document. Verify that shallow repairs shown in the plans have not deteriorated into a deep repair by sounding with a hammer or other approved methods. Categorize type of repair as follows:
(a)Shallow repairs. Repairs that do not extend to the depth of the reinforcing steel.
(b)Deep repairs. Repairs in whi ch reinforcing steel is exposed and will require removal of concrete under the reinforcing steel. Submit results of findings for concrete repair mapping and repair types to the CO. Do not start preparation for additional concrete repair areas or cracks len gths discovered during mapping until approved. Repair areas, repair types, and cracks with no changes from plans may be prepared for the selected concrete repair material according to Subsection 572.06.
572.05Quality Contr ol Plan for Concrete Repair. Submit a QCP according to Section 153. Include the following:
(a)Concrete repair material for each repair area;
(b)Substrate preparation work required for the repair material;
(c)Concrete repair conditi oning requirements of repair area. List hold points for CO to inspect repair area before placing repair material;
(d)Testing and sampling plan;
(e)Repair material placement methods for each type of repair;
(f)Curing method for each type of repair;
(g)Method to protect concrete repairs during adverse weather conditions during repair material curing period; and
(h)Method to protect the concrete adjacent to the repair.
572.06Concrete Repair. Saw cut ¾ inch deep along boundaries of repair areas. Use power -driven hand tools to remove existing concrete. Do not damage concrete designated to remain in place. Construct structurally adequate debris shields to contain debris within the construction limits. Do not allow debris to enter waterways, travel lanes open to public traffic, or areas designated not to be disturbed. Where the bond between existing concrete and reinforcing steel is destroyed, remove concrete adjacent to the steel to provide at least ¾ -inch clearance for the new concrete to bond to the reinforcing steel. U se care to prevent damage to remaining concrete when achieving the final surface. Clean exposed concrete surfaces that will be in contact with repair material. Provide a residue free surface. Before placing hydraulic cement -based repair materials, thorough ly flush repair area with clean water under pressure or with compressed air. If compressed air is used, provide a filter in the airline to ensure that the air is oil- free. For non- hydraulic cement -based repair materials, use compressed air to flush repair area. Cover prepared substrate to prevent recontamination. Obtain approval of substrate preparation and cleanliness before placement of repair material. Place repair material within 24 hours of preparing the repair area.
(a)Deep repairs. Chip at least a 1 -inch clearance under and behind the exposed reinforcing steel. Examine exposed reinforcing steel for evidence of corrosion. If reinforcing steel is exposed and exhibits corrosion, clean the reinforcing steel until corrosion is eliminated. Remove concrete cove r 2 inches beyond the endpoints of the original corroded portion of the reinforcing steel. Inspect for corrosion. Continue this process until reaching the boundary of the approved repair area. If corrosion is still evident at the boundary of the previously approved repair area, obtain approval to remove additional concrete cover. Do not strike the reinforcing steel with heavy blows. If the bond between existing concrete and reinforcing steel has been compromised, remove the concrete adjacent to the steel to a depth that will allow new concrete to bond to the entire periphery of the exposed steel. Provide at least 2 inches of clearance behind the steel if galvanic anodes are used with low resistivity mortar. Remove and replace deteriorated reinforcing steel a ccording to Section 554. Remove and replace reinforcing steel that has lost 25 percent or more of its original cross -section area with new bars of the same size, shape, and composition. If a sufficient length of the existing bar is exposed, lap the new bars with the existing bars for a length of 30 diameters on each side of the damaged portion. Otherwise, connect the new bar by mechanically connecting the new bar to the existing according to Section 554. Shot blast exposed structural steel, reinforcing steel, and concrete surfaces which will be in contact with repair material until free of rust and foreign material. Clean the sound concrete surface by flushing with clean water from a high -pressure water jet or compressed air. In repair areas with exposed reinforcing steel, install galvanic anodes on the reinforcement according to ACI Repa ir Application Procedure Bulletin 8, Installation of Embedded Galvanic Anodes , the manufacturer’s recommendations, and the following:
(1)For repair areas less than 2 square feet, install one anode.
(2)For repair areas between 2 and 4 square feet, install two ano des on the reinforcement. Install the anodes at opposite sides of the repair and within 4 inches of the edge of the repair.
(3)For repair areas 4 square feet and larger, install anodes at the rate of 2 anodes for each 4 -square foot of repair area. Install the anodes in a grid pattern. Maintain a minimum concrete cover of 1 inch around each anode. If a concrete repair material that has a chloride permeability of less than 2000 coulombs is used, encase the anode in a low resistivity mortar bed which extends to t he sound substrate concrete and 2 inches beyond the anode on all sides. If the reinforcing steel is to receive a barrier coating, do not coat the reinforcing steel within 1 inch of the anode and do not apply coating to any surface of the anode or the steel tie wires. Verify steel- to-steel continuity and anode -to-steel continuity within the repair area with a direct current (DC) multimeter. Tie discontinuous reinforcing to continuous reinforcing using tie wire and retest. The electrical connection is accepta ble if the DC resistance measured with the multimeter is no more than 1.0 ohm or the DC potential is no more than 1 millivolt. Pre-wet the concrete substrate and the anodes to achieve a saturated surface dry condition before placing the hydraulic cement re pair material. Do not soak anodes for more than 20 minutes. Apply a scrub coat of the hydraulic cement repair material immediately before placement of the repair material if recommended by repair material manufacturer. Place hydraulic cement- based repair material before scrub coat dries out.
(b)Shallow repairs. Remove concrete to the boundary of the approved repair area. If unsound concrete is still evident at the boundary of the approved repair area, obtain approval to remove additional concrete until sound concrete is encountered. Roughen saw cuts to provide bond by shotblasting or other approved methods. Shot blast the substrate concrete at the bottom of the repair to remove any microcracked concrete from any chipping operations. If recommended for use by th e concrete repair material manufacturer, a bonding coat of an epoxy resin adhesive that conforms to AASHTO M 235, Type V may be applied to surfaces of the concrete repair. Follow the epoxy resin adhesive manufacturer’s recommendations for application time before placement of concrete repair material to promote optimal bonding.
(c)Crack sealing. Remove dirt, laitance, and other debris from the exterior and interior of the crack. Rout the surface of the crack to provide a reservoir for crack sealant. Clean the adjacent surface to the crack and apply a temporary dam on each side of the crack. Obtain approval of crack preparation and cleanliness before placing repair material. Protect cleaned crack from debris and dirt. Ensure that dam material is functional before placing crack sealant.
572.07Handling and Storing Material. Handle and store material to prevent segregation, contamination, or other harmful effects. Do not use cement and fly ash containing evidence of moisture contamination. Store and handle aggregat e to ensure uniform moisture content at the time of batching. Store prepackaged repair materials according to the manufacturer’s recommendations for protection from moisture and within the allowable temperature range. Submit documentation of proper storage when requested. Do not use prepackaged materials in the work that has moisture damage or exposed to temperatures exceeding the manufacturer’s recommended range.
572.08Batching. Conform to the following:
(a)Hydraulic cement- based repair products. When using prepackaged bags, provide a scale that has accuracy to the nearest 0.001 kilogram. Convert mixing water required according to the manufacturer’s recommendations from volumetric measurement to mass of water. Batch water to within ±100 grams of the target.
(b)Polymer concrete and polymer mortar. Weigh or measure ingredients according to the manufacturer’s recommendations.
(c)Crack sealer. Weigh or measure ingredients according to the manufacturer’s recommendations.
572.09Mixing. For hydraulic cement concret e mixed in a central plant, conform to Subsection 552.04(b) . For truck mixed hydraulic cement concrete, conform to Subsection 552.04(c) . Produce concrete of uniform consistency. Provide mixer type recommended by product manufacturer for mixing of prepackaged hydraulic cement concrete mixes, hydraulic cement repair mortar, polymer concrete, polymer mortars, and crack sealers. Size mixer to the repair such that all batches of prepackaged repair materials can be mixed, discharged, and placed within the manufacturer’s placement limits for each repair. Maintain batch size of repair materials for mixing at a minimum of 20 percent but no more than 80 percent of rated mixer capacity. Keep mixer maintained, clean, and free of partially dried or hardened material.
(a)Volumetric batching and continuous mixed concrete. Provide proportioning and mixing equipment with an integral mobile unit with continuous mixing capability that meets the requirements of ASTM C685 and the following:
(1)Capable of producing at least 6 cubic yards of concrete without recharging; and
(2)Capable of discharging the mixture through a conventional chute directly into the work. Calibrate equipment with material for the approved mix design within 6 months of the placement date. Calibrate according to VMMB 1000-01, Volumetric Mixer Standards of the Volumetric Mixers Manufacturers and ACI 304.06, Guide for Use of Volumetric Measuring and Cont inuous- Mixing Concrete Equipment . Submit documentation on mixing uniformity according to ASTM C685, Annex A.1.
(b)Small quantities (less than 0.5 cubic yards per repair). Provide mixer type recommended by product manufacturer for mixing of prepackaged hydraul ic cement concrete mixes, hydraulic cement repair mortar, polymer concrete, and polymer mortars. Size mixer to the repair such that all batches of prepackaged repair materials can be mixed, discharged, and placed within the manufacturer’s placement limits for each repair. Maintain batch size of repair materials for mixing at a minimum of 20 percent but no more than 80 percent of rated mixer capacity.
(c)Polymer concrete and polymer mortars. Provide a hand- held mixing device recommended by the manufacturer.
(d)Crack sealers. If crack sealer is a multicomponent system, mix according to the manufacturer’s recommendations. Mix in the appropriate component sequence. Size mixing container so that the crack sealer being mixed is at least 20 percent of the volume of the c ontainer but no more than 80 percent of the container. Provide a hand- held mixing device recommended by the manufacturer. Ensure the mixing container, mixer blades, and mixer shaft are clean and free of any deleterious material.
572.10Delivery. Produce a nd deliver concrete repair materials to allow a continuous placement for each repair area. Place concrete repair material according to the manufacturer’s recommendations for time, substrate temperature, repair material temperature, and ambient weather cond itions. Deliver, handle, and place repair materials to minimize rehandling and to prevent damage to the structure. For hydraulic cement concrete and mortar, do not place material that has developed an initial set. Do not re -temper hydraulic cement concrete and mortar by adding water.
(a)Hydraulic cement concrete mixed in a central mix plant or truck mixed hydraulic cement concrete. Conform to Subsection 552.05.
(b)Hydraulic cement concrete mixed in a volumetric mixer. Mix on site adjacent to concrete repair. Discharge directly into repair area unless repair is inaccessible to the volumetric mixer. If inaccessible, discharge into wheelbarrows or buggies and deliver concrete to repair areas.
(c)Prepackaged hydraulic cement concrete and hydraulic cement repair mortars. Mix on site adjacent to concrete repair. Evaluate uniformity of mixed repair material after discharge into wheelbarrow or buggy. I f segregation or phase separation occurs , do not use in repair area and dispose accordin g to Subsection 203.07.
(d)Polymer concrete, polymer mortars, and crack sealer. Mix on site adjacent to concrete repair.
572.11Temperature and Weather Conditions. Conform to Subsection 552.07 for hydraulic cement -based repair materials. Conform to manufacturer’s temperature and weather condition limits for non-hydraulic cement- based repair materials.
572.12Handling and Placing Concrete Repair Material.
(a)Hydraulic and non- hydraulic cement concrete and mortars. Conform to Subsection 552.08 for hydraulic cement concrete and hydraulic cement mortars. Handle and place non-hydraulic cement -based repairs according to the manufacturer’s recommendations. If formwork is required, conform to Section 562 including use of an approved formwork release agent. Place repair material continuously without interruption unless there is a planned construction or expansion joint in the repair area. Do not create cold joints in a repair area. Control the delivery rate, placing sequence, and construction methods to ensure fresh repair material is always placed and consolidated against previously placed material before the setting or the maximum allowable working time of the material has been reached. Remove and replace concrete repair material represented by the appropriate test sample and test method having a compressive strength less than 90 percent of the latest age com pressive strength according to Subsection 572.03 for each of the concrete repair material type.
(b)Crack sealant. Place crack sealant by gravity feed methods according to ACI Repair Application Procedure Bulletin 2, Crack Repair by Gravity Feed with Resin and the manufacturer’s recommendations. Keep crack sealant within dams. Grind the excess crack sealant on the concrete surface when crack sealant has hardened and gained sufficient strength. Remove dams before grinding.
572.13Construction Joints. Provide construction joints at locations shown in the plans. Conform to Subsection 552.09. Obtain approval for additional construction joints.
572.14Expansion and Contraction Joints. Provide expansion and contraction joints at locations shown in the plans. Conform to Subsection 552.10.
572.15Finishing Concrete Repair Material. Strike off concrete repair material surfaces that are not placed against fo rms. Finish the concrete repair material surface. Use straightedge with sufficient length to span the concrete repair. Correct deviations more than ⅛ inch from the testing edge of the straightedge. For concrete bridge deck repairs that are to receive an overlay, correct deviations more than ¼ inch. Remove excess material from concrete surfaces adjacent to the repair immediately. Dispose of excess material properly. Protect the surface from precipitation damage. When the repair has gained enough strength to not be damaged by texturing, texture the surface of the repair. Texture surface of concrete repair to match surrounding concrete unless directed to provide another texture. For a concrete repair that requires the use of formwork, finish surface according to Subsection 552.14 after formwork is stripped. For a surface subject to foot traffic or vehicular traffic, provide a skid resistant surface matching adjacent existing concrete according to Subs ection 552.12(c)(1) or 552.12(c)(2). For surfaces underneath bearings, finish bearing surfaces to within ⅛ inch of the plan elevation. If applicable, set masonry plate according to Subsection 552.12(d) .
572.16Curing Concrete Repairs. For hydraulic based cement concrete repair materials, start curing immediately after finishing and texturing is complete. If the surface of the concrete starts to dry before the selected curing method can be implemented , keep concrete surface moist using a fog spray without damaging the surface. Cure hydraulic based cement concrete repair materials according to Subsection 552.13(b) or (c). Cure hydraulic based cemen t concrete repair materials at least 7 days. Cure non- hydraulic cement -based materials according to the manufacturer’s recommendations. Adjust curing period to account for variations in field temperature and humidity. Cure until a minimum compressive stren gth of 3000 pounds per square inch is attained. Sound concrete repairs at 28 days after repair installation. If a concrete repair when sounded indicates the presence of delamination, remove and replace. If concrete repairs exhibit excessive cracking 28 days after installation, remove or replace as directed. Excessive cracking is defined for a shallow concrete repair that exhibits cracking of 12 linear inches of cracking per square foot of concrete repair or for a deep concrete repair that exhibits more than 6 linear inches of cracking per square foot. A crack is defined as having a measured width greater than 0.006 inch in three locations.
572.17Loads on Concrete Repairs. Do not allow traffic over a concrete repair until the repair has attained a compressive strength of at least of 3000 pounds per square inch.
572.18Acceptance. See Table 572-7 for sampling, testing, and acceptance requirements. Material for concrete repairs will be evaluat ed under Subsections 106.02 and 106.03, except compressive strength will be evaluated under Subsections 106.02 and 106.04. P rovide production certifications with each shipment of cementitious material. Hydraulic cement concrete mixture ’s slump, air content, density, and temperature will be evaluated under Subsections 106.02 and 106.04. Construction of c oncrete repair s will be evaluated under Subsections 106.02 and 106.04. Reinforcing steel will be evaluated under Section 554. Temporary works will be evaluated under Section 562.
Measurement
572.19Measure the Section 572 pay i tems listed in the bid schedule according to Subsection 109.02 .
Payment
572.20The accepted quantities will be paid at the contract price per unit of measurement for the Section 572 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05 . Table 572-7 Sampling, Testing, and Acceptance Requirements
Material or
Product
(Subsection) Type of
Acceptance
(Subsection) Characteristic Category Test Methods
Specifications Sampling
Frequency Point of
Sampling Split
Sample Reporting
Time Remarks
Source
Aggregate
(fine & coarse ) (concrete repair materials containing aggregate) Measured & tested for conformance (106.04) Quality − Subsections
703.01&
703.021 per material type Source of material If requested Before batching −
Measured &
tested for conformance (106.04) Gradation − AASHTO T 27 & T 11 " " " " – Mix Design - For Central Batched, Truck Mixed, Volumetric Mixer Mixed Hydraulic Cement -Based Concrete
Concrete
composition (repair, HES, & VHES concrete class) Measured & tested for conformance (106.04 ) All − Subsection
552.031 per mix design " If requested " − Production - For Central Batched, Truck Mixed, Volumetric Mixer Mixed Hydraulic Cement -Based Concrete
Produced
aggregate (fine & coarse) Measured & tested for conformance (106.04 ) Gradation − AASHTO T 27 & T 11 1 per day Flowing aggregate stream (bin, belt, discharge conveyor belt, or stockpile) Yes Before batching −
Fineness
modulus − AASHTO T 27 − " " " − Moisture test − AASHTO T 255 − " " " − Table 572-7 (continued) Sampling, Testing, and Acceptance Requirements
Material or
Product
(Subsection) Type of
Acceptance
(Subsection) Characteristic Category Test Methods
Specifications Sampling
Frequency Point of
Sampling Split
Sample Reporting
Time Remarks
Production - For Central Batched, Truck Mixed, Volumetric Mixer Mixed Hydraulic Cement -Based Concrete (continued)
Hydraulic
cement concrete(1) (572.03 ) Measured & tested for conformance (106.04 ) Density − AASHTO T 121 1 per load after 0.25 yd3 minimum is discharged(4) Point of discharge No Upon completing tests − Air content − AASHTO T 152 or
AASHTO
T 196 " " No " − Slump − AASHTO T 119 " " No " − Temperature − ASTM C1064 " " No " −
Compressive
strength(2),(3) (at specified ages according to hydraulic cement concrete class) − AASHTO R 100 & T 22 " Discharge stream at point of placement Yes 24 hours after completion of test Deliver verification cylinders to the CO or designated laboratory for scheduled testing Table 572-7 (continued) Sampling, Testing, and Acceptance Requirements
Material or
Product
(Subsection) Type of
Acceptance
(Subsection) Characteristic Category Test Methods
Specifications Sampling
Frequency Point of
Sampling Split
Sample Reporting
Time Remarks
Production - For Bagged Products
Hydraulic
cement concrete(1) (572.03 ) Measured & tested for conformance (106.04 ) Density − AASHTO T 121 1 per 0.33 yd3 & one per day minimum(4) Point of discharge No Upon completing tests − Air content − AASHTO T 152 or
AASHTO
T 196 " " No " − Slump − AASHTO T 119 " " No " − Temperature − ASTM C1064 " " No " −
Compressive
strength(2),(3) (at specified ages according to hydraulic cement concrete class) − AASHTO R 100 & T 22 " Discharge stream at point of placement Yes 24 hours after completion of test Deliver verification cylinders to the CO or designated laboratory for scheduled testing Table 572-7 (continued) Sampling, Testing, and Acceptance Requirements
Material or
Product
(Subsection) Type of
Acceptance
(Subsection) Characteristic Category Test Methods
Specifications Sampling
Frequency Point of
Sampling Split
Sample Reporting
Time Remarks
Production - For Polymer Concrete
Polymer
concrete(1) (572.03 ) Measured & tested for conformance (106.04 ) Compressive strength(2),(3) (at specified ages) − AASHTO R 100 & T 22 1 per day minimum(4) Point of discharge If requested Upon completing tests Deliver verification cylinders to the CO or designated laboratory for scheduled testing Production - For Hydraulic Cement Repair Mortar
Hydraulic
cement repair mortar (572.03 ) Measured & tested for conformance (106.04 ) Compressive strength(2),(3) (at specified ages according to hydraulic cement concrete class) − ASTM C109 1 per day minimum(4) Point of discharge Yes Upon completing tests Deliver verification cylinders to the CO or designated laboratory for scheduled testing Table 572-7 (continued) Sampling, Testing, and Acceptance Requirements
Material or
Product
(Subsection) Type of
Acceptance
(Subsection) Characteristic Category Test Methods
Specifications Sampling
Frequency Point of
Sampling Split
Sample Reporting
Time Remarks
Production - For Polymer Repair Mortar
Polymer repair
mortar (572.03 ) Measured & tested for conformance (106.04 ) Compressive strength(2),(3) (at specified ages) − ASTM C109 1 per day minimum(4) Point of discharge If requested Upon completing tests Deliver verification cylinders to the CO or designated laboratory for scheduled testing Production - For Crack Sealing by Gravity Method
Crack sealing
(572.03) Measured & tested for conformance (106.04) Tensile strength (at specified ages) − ASTM D638 If requested Point of discharge No Upon completing tests −
(1)Sample according to AASHTO R 60, except composite samples are not required.
(2)Cast at least four compressive strength test cylinders for 6 - by 12- inch specimens or six compressive strength cylinders for 4- by 8-inch specimens and transport the cylinders to the job site curing facility.
(3)A single compressive strength test result is the average result from two 6 - by 12 -inch or three 4 - by 8-inch cylinders cast from the same load.
(4)If three successive samples are tested and compliance to the specifications is indicated, screening tests may be reduced to an approved frequency. Resume Table 572 -7 testing frequency if a test shows a failing temperature, air content, or slump, or when directed.