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We observed similar behaviors for PA-5 where the crack length c also initially increased fast, slowed down, and finally hardly increased at a representative elongation ratio λmax = 2.54 (λaffine) (SI Appendix, Fig. S4A). PA-60 also exhibits the same suppression of crack advance (crack blunting) and fast crack extension behavior at λmax = 2.94 (λaffine), respectively (SI Appendix, Fig. S4B).
To further verify the role of the hard strands for the suppression of the fast fatigue crack growth, we turned off the hard strands by preloading the unnotched sample at λpre> λaffine and then performed the fatigue tests immediately at λmax
ABSTRACTThe use of precast concrete in areas of high seismicity depends primarily on the development of a strong, ductile, and good energy dissipatingconnector between precast elements. The objective of this ongoing research is to develop such a connector for precast or precast prestressedconcrete beam-column subassemblages. To acomplish this objective,twelve beam assemblages were constructed. The assemblages consisted oftwo precast concrete elements connected together to form a beam with acast-in-place (CIP) joint using SIFCON as the matrix in the joint.Different steel arrangements were tried aiming at developing a hinging zoneinside the CIP joint. The primary variables were the steel arrangementsinside the CIP joint and the presence or absence of crack intiators at the topand bottom faces of the specimens.There were four flexural failure locations: 1) outside the CIP joint,2) the interface between the CIP joint and the precast segments, 3) insidethe CIP joint with the steel yielding at the interface, and 4) inside the CIPjoint with no steel yielding at the interfaces.The primary objective of this study was reached for two of the combinations of variables when the flexural plastic hinge formed inside the CIPjoint while the moment capacity at the interface was maintained at a desirable level.
2connected to precast prestressed or partially prestressedbeams.Using a cast-in-place (CIP) joint, designed to serve asan energy absorbing plastic hinge, placed one beam depthaway from the column face.Using Slurry Infiltrated Fiber Concrete (SIFCON) as theprimary matrix in the CIP joint to ensure high ductility, increase energy absorption, reduce spalling, and improve shearresistance during load reversals.1-.2_oQijective and ScopeThe main objective of the experimental part is to develop a strongand ductile cast-in-place joint (energy dissipating connector) between theprecast column and the beam elements. As mentioned earlier, SIFCON willbe used in this investigation as the matrix in the connector. In attemptingto reach this objective, the following problems need to be addressed:The inevitability of cracks at the interface between thecast-in place SIFCON and the precast elements. The openingof these cracks should be controlled to force the developmentof cracks inside the CIP joint.The provision for an appropriate configuration of thereinforcement inside the CIP joint to ensure the desired ratiobetween the moment capacities of the sections at the CIP jointand the column face, as well as the development of the momentcapacity of the concrete section at the interface.
7A significant increase of energy dissipation, higher resistance to bonddeterioration, and increase in the shear capacity were also reported.Balaguru and Ezeldin5 tested partially prestressed concrete beamsusing high strength fiber concrete with various fiber content ranging between 0-1.5% by volume. The specimens were designed to fail in shear.The shear span to depth ratio was kept at 2.6 for all specimens to evaluatethe contribution of fibers to shear resistance. They concluded that addition of steel fibers resulted in an increase in the cracking moment and a reduction in crack width and crack spacing. Moreover, they also reportedthat for low shear spans the contribution of fibers to shear strength was notsignificant.Sood and Gupta41 in an experimental investigation to study the behavior of beam-column connections reported that the use of fiber concreteincreased the cracking strength by a factor of 2, retarded crack growth andreduced crack width by as much as 25% when compared to conventionalconcrete joints. They also stated that the post cracking rotational capacityof fibrous joints at failure can be 3.6 times that of the corresponding conventional joints. Due to the improved shear behavior of fibrous joints,they suggested the elimination of joint shear reinforcement to reduce thecongestion of reinforcement in this region. Jindal and Sharma24 also testedknee-type fibrous beam-column connections and concluded that the use offibers is effective in increasing ductility and crack resistance in the connection region. They reported that the ultimate rotation of fibrous connections was 6 to 9 times that of the conventional reinforced concreteconnections.
II. EXPERIMENTAL PROGRAMThe experimental program described in this report consists primarilyof twelve reinforced concrete beams with a Slurry Infiltrated Fiber Concrete (SIFCON) joint in the middle. These specimens were built from twoprecast reinforced concrete parts connected with a cast-in-place (CIP) jointfilled with a SIFCON matrix. This stage of the program followed apreliminary investigation of two beam-column connection prepared to explore the idea of creating a plastic hinge in a SIFCON joint at a distanceone beam depth away from the column face. Testing of beam-column typespecimens was temporarily interrupted, however, due to the lack of information on some basic properties of SIFCON, and an appropriate reinforcement arrangement for forcing a plastic hinge to form in the CIP joint.For the beams tested the compressive strength of SIFCON was keptlower than that of the precast elements because it was thought that thehigher strength could be detrimental to the behavior. The parameters testedwere the arrangement of the reinforcing steel inside the SIFCON joint andthe presence or absence of crack intiators in the middle of the CIP joint.The various parameters investigated are listed in Table 2. 1.The primary objective of this program was to find an acceptablereinforcing steel configuration in the SIFCON joint so as to ensure the oc8
10stead of a cement slurry, as has commonly been used in SIFCON applications. To improve the penetration of the mortar slurry, longer fibers with alarger diameter were used to create acceptable voids in the fiber network. Atypical stress-strain response to monotonic and cyclic compression loadingof the SIFCON mix selected is shown in Fig. 2.3.Unlike fiber concrete, SIFCON is a relatively new material and itsmechanical properties are not yet well documented. Two assumption wereused in calculating the moment capacities of sections using SIFCON. Thefirst being the use of the model shown in Fig. 2.4 to charactarize the stressstrain behavior of SIFCON in compression. This model was assumed to bethe best representation for the low strength SIFCON that was being used.The second assumption was the model characterizing the stress-strain relationship of SIFCON in tension. This model, shown in Fig. 2.5, assumesthat after cracking the tensile capacity for SIFCON will remain constant upto three times the cracking strain.Grade 60 No. 3, and No. 4 bars were used for the main reinforcement in the beams. The beam stirrups were fabricated from 3/16 in. diameter khurled bars. Table 2.4 gives the material properties of the concrete,SIFCON, and steel used in this investigation.2.3 Fabrication of SpecimensEach beam specimen consisted of two precast concrete elements connected together by the SIFCON material in the Cast-in-place (CIP) joint.The dimensions of all the beams were the same. The forms were sealed andtheir interior surfaces were oiled prior to casting to facilitate disassemblyafter hardening of the concrete.
III TEST RESULTSThe overall behavior of the test specimens will be discussed usingtwo sources of informations:1. Photographic record of each specimen.2. The Total Actuator Load vs. Displacement under load pointscurves (Hysteresis Loops).3.2 Crack Develop mentand Failure ModesFlexural cracks appeared in the beams, as well as at the interfaces ofthe CIP joint, as soon as the specimens were loaded. The two cracks at theinterface of the concrete and the CIP joint continued to widen as the testprogressed. Their width increase was a function of the reinforcing arrangement inside the CIP joint. Also the arrangement of steel inside theCIP joint affected the location of failure.3.3 Load vs. DisplacementThe load-displacement curves (hysteresis loops) are shown in Fig.3.2(a) to 3.2(1). Due to set-up difficulties it was not possible to achievean identical specimen behavior in the upward as well as the downward13
14direction although the specimens were symmetrical, top and bottom. Thiswas primarily due to the deformations in the loading and the supportingelements in the upward direction. Also, it was not possible to satisfy theintended loading sequence for all the specimens. The achieved maximumdisplacement of each cycle relative to the yield cycle, referred to as thedisplacement ductility, is given in Table 3.1 for all specimens.The level of load for each specimen indicated whether the plastichinge formed outside or inside the CIP joint. The hysteresis loops alsoshowed whether the cutoff bars experienced any slippage or not, and thustheir ability to develop the moment capacity of the concrete section at theinterface. The following is a discription of the particular behavior of eachspecimen.3.4 Individual Specimen BehaviorSpecimen BiThe arrangement of the steel inside the joint of this beam is shownin Fig. 3. l(a). This specimen was reinforced by 4 #4 top and bottom barsin the precast concrete elements. Two bars were bent at a 450 angle insidethe CIP joint and were cutoff in the middle section of the CIP joint. Theother two were looped and were extended the full length of the joint. Inthis specimen crack intiators (thin aluminum plates which penetrated 0.75in. into the CIP joint) were put along the top and bottom faces of the beamin the middle of the CIP joint.During the first cycle cracks formed in the shear span as well as atthe joint interfaces. In the next cycle the cracks in the shear span ceased 2ff7e9595c
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