The steel truss, as shown in Figure 2a, is loaded with service loads at points B, C, and D. Member CD consists of two angles (2L4×3×3/8), as shown in Figure 2b, with the long legs of the angles bolted to a 25 mm-thick gusset plate by six (6) M22 bolts in standard holes. Ignoring the strength of the gusset plate and using A36 steel and ASD specification, what is the allowable strength of the angles in yielding? (Refer to the AISC shapes database for the properties of the angles) QUESTIONS: what is the shear lag factor for the tension members. what is the allowable strength of the angles in tensile rapture? what is the allowable strength for block shear of the angles? what is the governing allowable strength of the angles? is member CD adequate for the service loads?
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The steel truss, as shown in Figure 2a, is loaded with service loads at points B, C, and D. Member CD consists of two angles (2L4×3×3/8), as shown in Figure 2b, with the long legs of the angles bolted to a 25 mm-thick gusset plate by six (6) M22 bolts in standard holes. Ignoring the strength of the gusset plate and using A36 steel and ASD specification, what is the allowable strength of the angles in yielding? (Refer to the AISC shapes database for the properties of the angles)
QUESTIONS:
what is the shear lag factor for the tension members.
what is the allowable strength of the angles in tensile rapture?
what is the allowable strength for block shear of the angles?
what is the governing allowable strength of the angles?
is member CD adequate for the service loads?
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