Value engineering and cost effectiveness of various Fiber Reinforced Polymer (FRP) repair systems : final report - Page 100 |
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90
between the loads of 18.7 k and 45.2 k ( 83.2 kN and 201 kN) to simulate the dead load to the
dead load plus live load as determined in Section 4.4.2. The load was applied using a 110 k ( 490
kN) actuator which permitted a frequency of 2 Hz to be used during the test. The fatigue test was
stopped at various intervals to record data during intermediate static tests. The final test of the
girder consisted of several cycles to simulate extreme overloading type conditions up to failure.
4 .5 Instrumentation
The displacement profile along the length of the repaired AASHTO girder was measured
using string potentiometers placed at L/ 8 points. The compressive strain in the concrete was
measured using a combination of PI gauges ( a strain gauge mounted to a spring plate) and 2.36 in
( 60 mm) TML FLA- 60- 11 120 electrical resistance strain gauges. The tensile strain in the
CFRP reinforcement was measured using 0.236 in ( 6 mm) TML FLA- 6- 11 120 electrical
resistance strain gauges. Placement of the instrumentation measuring compressive and tensile
strains was carefully selected to determine: 1) The strain profile of the section at midspan, 2) The
behavioral differences between the damaged and undamaged sections, and 3) The tensile strain in
the CFRP to determine the bond characteristics throughout the longitudinal CFRP. A schematic
drawing of the instrumentation used during the test is shown in Figure 4.7.
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| Title | Value engineering and cost effectiveness of various Fiber Reinforced Polymer (FRP) repair systems : final report - Page 100 |
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| Full Text | 90 between the loads of 18.7 k and 45.2 k ( 83.2 kN and 201 kN) to simulate the dead load to the dead load plus live load as determined in Section 4.4.2. The load was applied using a 110 k ( 490 kN) actuator which permitted a frequency of 2 Hz to be used during the test. The fatigue test was stopped at various intervals to record data during intermediate static tests. The final test of the girder consisted of several cycles to simulate extreme overloading type conditions up to failure. 4 .5 Instrumentation The displacement profile along the length of the repaired AASHTO girder was measured using string potentiometers placed at L/ 8 points. The compressive strain in the concrete was measured using a combination of PI gauges ( a strain gauge mounted to a spring plate) and 2.36 in ( 60 mm) TML FLA- 60- 11 120 electrical resistance strain gauges. The tensile strain in the CFRP reinforcement was measured using 0.236 in ( 6 mm) TML FLA- 6- 11 120 electrical resistance strain gauges. Placement of the instrumentation measuring compressive and tensile strains was carefully selected to determine: 1) The strain profile of the section at midspan, 2) The behavioral differences between the damaged and undamaged sections, and 3) The tensile strain in the CFRP to determine the bond characteristics throughout the longitudinal CFRP. A schematic drawing of the instrumentation used during the test is shown in Figure 4.7. |
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