Beam splices

Tension splices, beam splices and cover plates... 

Fig. 10. (a) Splicing connector for terminating 25 pairs of telephone wine (b) schematic of the slotted-beam insulation piercing contact and (c),... 

EA2, similar to FHM1, is an autosomal dominant disorder associated with mutations in the CACNA1A gene, but is clinically quite distinct. EA2 patients experience spontaneous episodes of ataxia (poor muscle coordination) that last for hours to days. In between attacks, patients often experience gaze-evoked or down-beat nystagmus (rapid, involuntary eye oscillations). Approximately 50% of patients experience migraine-like symptoms, and cerebellar atrophy is common (Lorenzon and Beam, 2000). Attacks are often initiated by emotional stress, exercise, or alcohol. Most patients respond well to treatment with acetazolamide (reviewed in (Jen et al., 2004)). EA2 is genetically variable and has been associated with missense, truncation and alternative splice site mutations. 

Application of CFRP is in the Boeing 111 CFRP floor beam design where an aluminum splice channel is used to avoid attaching the floor beam directly to the primary structural frame. 

Placing splice or formwork and checking their alignment with the remaining beam ... 

Some beam specimens were fabricated whose flanges and webs were spliced at mid-span in a similar way to Fig. 8.13. The performance in four-point bending was encouraging, although yield in the aluminium alloy was rarely experienced. 

Connection design. The splice cormections are required in the columns and sheave beams for constructabihty and must provide both strength and adequate stiffness. In addition. 

P(3) An eccentrically loaded connection is a connection where the line of action of the applied load does not pass through the centroid of the fastener group. The connection is subjected to a twisting moment in addition to a concentric force. Bracket-type connections, web splices in beams, and standard beam connections are common examples of eccentrically loaded connections (see Figure 5.10). 

Consider the web-flange splice shown in Figure 5.14. The fasteners are subjected to shear. Assume that the flange splice transfers the bending moment through tensile and compressive forces and that the web splice carries the transverse shear. The composite beams are made from fibre reinforced composite material. As the joint is loaded, the flanges and web move and the bolts contact portions of the holes. As the load is increased, failure of the joint may occur in different modes, i.e. net-section, bearing, and shear out. 

The entire assembly can be welded up and inserted in the vessel prior to installation of the top head or closure seam. Or, the entire thing can be made in pieces to pass through a manway. When made in pieces, the typical splice point is at the radial beams. Thus the quantity of spokes selected is typically a function of what will fit through a given manway size, rather than what loadings the components can handle. 

The 4-storey frame specimens which represent the central bay were cast first in a horizontal position, with their fotmdation beam anchored to the strong wall of the laboratory. Member sections and reinforcement are shown in Fig. 16.1b, c. Stirrups were smooth with 90°-hooks and 10 mm cover. Colunm bars were lap-spliced at each floor over 34-bar-diameters. Each frame was then infilled with an RC web as thick as the width of the frame members. Measured values of material strengths are given in Table 16.1. 

Fig. 16.1 Geometry and reinforcement of nonductile frame specimen (a) overall dimensions (in m) of 3-bay frame whose central bay is infilled with RC (b) beam section and reinforcement, with the contribution of the parallel slab bars in an effective slab width lumped in the top reinforcement (c) colunm section and reinfOTcanent, including lap-splices at floor levels (in mm)...

Fig. 16.9 Damage to specimen no. 2 during pseudo-dynamic test (a) damaged lap-splice region at the base of the 2nd storey extending into horizontal flexural damage along the 1st storey beam (b) close-up of flexural damage in the 1st storey beam...

Two parameters were examined (a) the amount of web reinforcement in the walls and (b) the connection detail between the wall and the bounding frame. The web reinforcement in the two walls is shown in Table 17.1. Regarding the connection with the bounding frame, two distinct connection details were used. In the first detail, the web bars are connected to the surrounding frame through lap-splicing with same diameter starter bars epoxy grouted into the frame members. Short dowels are then used in order to transfer the shear at the interface between the wall and the frame members. This detail was used to connect the wall at the bottom beam and east colunm of the central bay at the 1st and 2nd floors of the north frame (Fig. 17.4a, starter bars shown here only for the bottom beam), while for the south frame it was used to connect the wall at the bottom beam of the 1st and 2nd floors, and the west and east columns of the 1st and 2nd floors, respectively. 

In the second detail, longer dowels were used to act both as dowels and as anchorage of the web panel to the surrounding frame to this end, the dowels are considered as lap-spliced with the nearest - smaller diameter - web bars. However, in this case, the clear distance between the dowel and the nearest web bar violates the maximum clear distance of 50 mm or 4 between lapped bars, as specified in Eurocode 2 (CEN 2004). This detail was used to coimect the wall at the top beam and west column at the 1st and 2nd floors of the north wall (Fig. 17.4a), while for the south frame it was used to coimect the wall at the top beam of the 1st and 2nd floors, and the east and west columns of the 1st and 2nd fioors, respectively. In the 3rd floor of both the north and south frames only the second detail was used, while for the 4th floor only two dowels per wall interface were used to provide safety against out of plane falling of the wall. The reinforcement details for the dowels and the starter bars are shown in Table 17.1. The completed wall reinforcement (including web, starter bars and dowels) for the 1st floor of the north wall is shown in Fig. 17.4b. In all cases the dowels were positioned along the centreline of the elements (i.e. at 0.125 m fi om the face of the wall). 

Ropes shall be attached to the needle beams by a scaffold hitch or an eye splice. The loose end of the rope shall be tied by a bowline knot or by a round turn and a half hitch. 

Dawood M and Rizkalla S H (2007), Bond and splice behaviour of CFRP laminates for strengthening steel beams . International Conference on Advanced Composites in Construction (ACIC 07), 2 April, University of Bath, Bath, UK. 

X Beam shear specimen, with 2 core splices. Mechanical properties without primer. x(wet) 30 days, tap water. 24 C. ... 

In the second detail, longer dowels were used to act both as dowels and as anchorage of the web panel to the surrounding frame (see left column and top beam of Fig. 6a) to this end, the dowels are considered as lap spliced with the nearest - smaller diameter - web bars. The complete waU reinforcement (including web, starter bars, and dowels) is shown in Fig. 5b. 

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