• “As-built” plans are being updated to reflect field revisions.

• Contractor has submitted a quality control plan and safety data sheets (SDSs).

• Contractor has submitted qualifications of the installation crew.

• Contractor has submitted calibration documentation of measuring and testing equipment.

• Site staff members properly trained and informed regarding technical inspection and testing requirements.

• Site staff members are properly trained on emergency and accident procedures.

• Material property test results are based on a minimum of 10 samples per test.

• Fiber properties including tensile strength, modulus, and ultimate strain are provided.

• The mean and coefficient of variation of the moisture equilibrium content are determined per ASTM D 5229 and are not greater than 2% and 10%, respectively.

• Epoxy property information includes epoxy tensile strength, modulus, infrared spectrum analysis, glass transition temperature, gel time, pot life, and adhesive shear strength.

• The glass transition temperature is determined per ASTM D4065 and is at least 40°F higher than the maximum design temperature (see Section 3.12.2.2 of the AASHTO LRFD Bridge Design Specifications).

• After conditioning as specified below the glass transition temperature and tensile strain is to retain 85% of the required values. The conditioning environments are:

• Water: Samples are immersed in distilled water having a temperature of 100±3°F and tested after 1000 h of exposure.

• Alternating UV and humidity: Samples are conditioned under Cycle 1-UV exposure per ASTM G154, and tested within 2 h after removal.

• Alkali: Samples are immersed in calcium hydroxide (pH ~11) at ambient temperature for 1000 h prior to testing.

• Freeze–thaw: Samples are exposed to 100 repeated cycles of freezing and thawing per ASTM C666.

• If impact tolerance is stipulated by the engineer, it is determined per ASTM D7136.

• Daily inspection during installation should include the following test measurements:

• Ambient temperature, relative humidity, and general weather observations.

• Surface temperature of concrete.

• Surface dryness per ACI 503.4.

• Level of resin curing in accordance with ASTM D2582.

• Adhesion strength, to exceed 200 psi.

• The submitted sample results have been from certified mill analyses and third-party laboratories.

• All materials meet acceptance requirements.

• All materials not meeting acceptance requirements have been properly disposed.

• The following design parameters are clearly listed on the structural engineering submittals for a nonprestressed beam flexural strengthening project. Note: Depending on the specific design application, not all of the following parameters may be needed:
Concrete compressive strength of precast beam,
Modulus of elasticity of concrete,
Reinforcing steel yield strength,
Steel reinforcement area,
Modulus of elasticity of steel,
Internal shear reinforcement and its spacing,
FRP plate/sheet thickness,
Ultimate tensile strain in the FRP at failure,
Tensile strength in the FRP at ultimate strain,
Glass transition temperature,
Shear modulus of the adhesive,
Modulus of elasticity of fiber,
Total height of beam including deck slab,
Flange thickness,
Effective width of the flange,
Bridge span length,
Distance from extreme compression fiber to steel centroid,
New nominal loads for fatigue limit state,
Shear force at reinforcement end-termination,
New load capacity needed.

• In the case of a prestressed concrete beam designed for flexural strengthening, the following parameters may be added to the above list:
Concrete compressive strength of the deck,
Area of prestress tendons,
Diameter of tendons,
Initial pretensioning at service limit state,
Yield strength,
Ultimate stress,
Type of strands,
Distance from extreme compression fiber to strand centroid.

• When designing for shear strengthening of a nonprestressed member, the following parameters may be needed:
Concrete compressive strength of precast beam,
Modulus of elasticity of concrete,
Reinforcing steel yield strength,
Steel reinforcement area,
Modulus of elasticity of steel,
Internal shear reinforcement and its spacing,
FRP plate/sheet thickness,
Ultimate tensile strain in the FRP at failure,
Tensile strength in the FRP at ultimate strain,
Modulus of elasticity of FRP,
Tensile strength of FRP at ultimate strain,
Orientation of FRP sheets,
Width of FRP sheets,
Center-to-center spacing of FRP sheets,
Total height of beam including deck slab,
Flange thickness,
Effective width of the flange,
Bridge span length,
Distance from extreme compression fiber to steel centroid,
Effective depth of FRP sheets,
Width of the web,
New shear capacity needed.

• When designing for shear strengthening of a prestressed member, the following parameters may be added to the above list:
Concrete compressive strength of the deck,
Area of prestress tendons,
Diameter of tendons,
Initial pretensioning at service limit state,
Yield strength of tendons,
Ultimate stress of tendons,
Type of strands,
Effective depth from extreme compression fiber to centroid of reinforcement.

• Design parameters required for column wrapping (confinement) include:
Concrete compressive strength,
Reinforcing steel yield strength,
Steel reinforcement area,
Tie or spiral spacing,
Area of strands,
Initial pretensioning at service limit state,
Modulus of elasticity of strands,
FRP sheet thickness,
Ultimate tensile strain of the FRP
Modulus of elasticity of FRP
Tensile strength of FRP at ultimate strain,
Column geometry,
Column height,
Ultimate axial load to resist.

• All packages received include SDSs.

• Packages are inspected upon delivery for damage.

• FRP systems are stored in accordance with the manufacturer’s guidelines.

• Catalysts and initiators are stored separately.

• Chemical components are securely sealed per OSHA standards.

• Flammable resins are stored in accordance with fire regulations.

• Expired materials are disposed of in accordance with environmental control regulations.

• Hazardous materials such as thermosetting resins are properly labeled.

• SDSs are accessible to all at the project site and are read and understood by personnel handling hazardous materials.

• Proper gear (suits, gloves, dust masks, respirators, etc.) is available for handling resins, solvents, and fiber materials.

• The resin mixing area is well ventilated.

• Waste materials are disposed in accordance with environmental regulations.

• The perimeters of existing spalls have been identified and saw cut to a minimum depth of 0.75 in. to prevent feathered edges.

• Cracks in the concrete wider than 0.01 in. spaced closer than 1.5 in. and cracks wider than 1/32 in. have been filled using pressure injected epoxy.

• After removal of all defective areas, contractor inspected and cleaned the substrate from any dust, laitance, grease, oil, curing compounds, wax, impregnations, foreign particles, and other bond-inhibiting materials.

• All exposed steel has been sandblasted clean prior to concrete placement.

• The contractor applied bonding and reinforcement protection to all exposed reinforcement and concrete surfaces prior to concrete placement.

• All inside and outside corners and sharp edges were rounded or chamfered to a minimum radius of 1/2 in.

• The restored concrete surface is smooth and uniform with a maximum out of plane deviation of 1/32 in.

• All voids with diameters larger than 1/2 in. and depressions greater than 1/16 in. were filled cured.

• Cracks in the concrete wider than 0.01 in. spaced closer than 1.5 in. and cracks wider than 1/32 in. have been filled using pressure injected epoxy.

• The surface was checked and cleaned of any dust, laitance, grease, oil, curing compounds, wax, impregnations, surface lubricants, paint coatings, stains, foreign particles, weathered layers, and any other bond-inhibiting materials.

• The substrate concrete compressive strength was checked to be 2.2 ksi or greater, and tensile strength to be 220 psi or greater.

• The ambient temperature and temperature of concrete surface were within the range of 50–90°F.

• Contact surfaces were completely dry at the time of installation of the FRP system.

• The weather forecast predicts dry conditions. If rain began, the application was stopped untill dry conditions returned.

• Field data including temperature, surface condition, and relevant field observations were documented.

• Witness panels were prepared with a size of at least 300–775 in.², but not less than 0.5% of the overall area to be strengthened.

• Resin was mixed in quantities sufficiently small to ensure its use within manufacturer recommended pot life.

• Excess resin was disposed of when it exceeded its pot life, or when it began to generate heat or showed signs of increased viscosity.

• The ambient and concrete surface temperatures were present as specified in the contract drawings and recommended by the manufacturer.

• Excess primer was disposed of when it exceeded its pot life.

• The putty, if necessary, was applied as soon as the primer became tack-free or until nonsticky to the fingers.

• The surfaces of primer and putty were protected from dust, moisture and other contaminants before the FRP system was applied.

• The fiber sheet was placed properly and pressed gently onto the wet saturant.

• Any entrapped air between the fiber sheet and concrete was released.

• Rolling was conducted in the fiber direction for unidirectional fiber sheets.

• Sufficient saturant was applied on top of the fiber sheet as an overcoat to fully saturate the fibers.

• Lap splice lengths were as specified in the contract drawings, and at least 8 in.

• There was no deviation in fiber alignment by more than 5 degree.

• The FRP system was protected as necessary until it was fully cured.

• No voids or air encapsulation (pockets) were found between the concrete and the layers of primer, resin and/or adhesive, or within the composite itself.

• Delaminations larger than 2 in.² (1300 mm²) were scanned for (using acoustic sounding, ultrasonic, or thermography). If more than 10 such delaminations were detected in 10 ft.², they were repaired.

• There is no wrinkling or buckling of fiber, fiber tows, or discontinuities due to fracture of the fibers.

• There are no resin-starved areas or areas with nonuniform impregnation/wet-out.

• There are no cracks, blisters, or peeling of the surface coating.

• There is no under-cured or incompletely cured polymer.

• There are no incorrectly placed reinforcement configurations.

• A surface inspection was performed for any swelling, bubbles, voids, or delaminations after at least 24 h of initial resin cure. If advanced equipment is unavailable, an acoustic tap test was performed with a hard object to identify delaminated areas by sound. All voids were marked and assessed for size to determine if repair is needed.

• Direct pull-off testing according to ASTM D4541, ASTM D7234, or the method described by ACI 440.3R (2004), Test Method L.1, was conducted. Successful tension adhesion strengths should exceed the greatest of 200 psi or 0.065 $\sqrt{f_c^{\prime }}$ ksi, and exhibit failure of the concrete substrate.

• Areas after unsuccessful bonding tests were repaired according to the procedures established in the contract drawings and specifications.

• An annual general inspection is conducted, primarily visual in nature. In the annual inspection, the inspector looks for changes in color, signs of crazing, cracking, delamination/debonding, peeling, blistering, deflection, or evidence of other deterioration, in addition to local damage due to impact or surface abrasion.

• A detailed inspection is conducted at least once every 6 years, where the inspection attempts to more accurately quantify the performance and condition of the FRP system. Pull-off testing and test evaluation for debonding and FRP degradation are performed as part of detailed testing.