Civil Engineering Reference
In-Depth Information
also be sufficiently rigid to resist bending from self-weight and other lateral
forces.
AREMA (2008) also recommends that truss web member axial splice connec-
tions be designed for 133% of allowable stress using the live load that will increase
the maximum chord stress in the highest stresses chord by 33% (see Chapters
4, 5, and 6). The procedure that may be used for truss web member splice con-
nection design is analogous to that outlined in Chapter 6, Example 6.4, for web
members.
9.3.4.3.5.1 Axial Tension Member Splices Main member axial tension splices
should be designed for the strength of member. For secondary members, AREMA
(2008) recommends that the splice be designed for the lesser of the strength of the
member or 150% of the maximum calculated tension.
Steel rods or bars may be spliced by turnbuckles and sleeve nuts. Rolled or built-up
tension members are spliced by bolted plates and, therefore, designed as net area ten-
sion members (see Chapter 6) with due consideration of block shear at the connection.
Generally, all elements of tension members are spliced on each side of the element
to avoid eccentricities and shear lag effects. The connection bolts are designed for
direct shear and bearing strength.
9.3.4.3.5.2 Axial Compression Member Splices Splice plates and bolts must
transmit 50% of the force and be placed on four sides of the member in a manner that
provides for the accurate and firm fit of the abutting elements in rolled or built-up
compression members that are faced or finished to bear. This may result in compres-
sion members with only nominal splice plates and the designer may wish to ensure
adequate bending rigidity by designing the splice for bending and shear from a min-
imum transverse force of 2.5% of the member axial compression. The connection
bolts are designed for direct shear and bearing strength.
9.3.4.3.6 Beam and Girder Splices
Conventional beam and girder bolted splices involve the use of lap joints as shown in
Figure9.10c. TheplatesusedinthesesplicesaredesignedinaccordancewithAREMA
(2008) as outlined in Chapter 7, Section 7.2.6, concerning plate girder design. The
bolted connection is designed as a slip-resistant connection, often with a bearing
check in the case of joint failure by slippage.
9.3.4.3.6.1 Beam and Girder Flange Splice Bolts Beam and girder flange
splices should be designed for the strength of the member being spliced. Also, as
outlined in Chapter 7, Section 7.2.6, bolted splice elements in girder flanges should
• Have a cross-sectional area that is at least equal to that of the flange element
being spliced
• Comprise splice elements of sufficient cross section and location such that
the moment of inertia of the member at the splice is no less than that of the
member adjacent to the splice location.
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