THEORETICAL BACKGROUND OF MASONRY MODEL

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E x 2 ζ = − α α 1 µ µ bj ⎛ν b zy ν ⎞ ⎛ν b zy ν ⎞ bj = + + 2χb⎜ − ⎟+ 2χbj − Ey Eb Ebj Ez E ⎜ b Ez E ⎟ ⎝ ⎠ ⎝ bj ⎠ E z 2 ζ = α − α µ 1 G xy 1 G G ν ν ν yz xz xy xz zy = = = ∑ i i ∑ i ∑ G i xyi µ i G yzi ( µ G ) χζ = χ − α ζ = α χζ = χ − α xzi A.12 THEORETICAL BACKGROUND OF MASONRY MODEL page 14 / 20
where, µν b b χb = 1 − ν 2 2 ( 1− ) + E ( 1− ) 2 2 ( 1−νb )( 1−νbj) ( 1 ) E ( 1 2 2 ( 1−νb )( 1−νbj) µ bEb ν bj µ bj bj νb α = µ ν E − ν + µ ν −ν ζ = 2 2 b b b bj bj bj bj b b b µν bj bj χbj = 1 − ν bj χ = χ + χ bj ) A.13 and the relationship below can also be established; ν yx E y = ν xy A.14 Ex For the system of masonry panel, the homogenization is applied to the layered material and head joint based on the assumption of continuous head joint. Now, volume fractions of the constituent materials are l thj µ eq = ; µ hj = A.15 l + t l + t hj hj where, subscript eq and hj represent layered material and head joint, respectively. As in the previous case, the following stress/strain components in the sense of volume averaging can be established; { xx, yy, zz, xy, yz, zx} T { xx, yy, zz , xy, yz , zx} σ = σ σ σ τ τ τ ε = ε ε ε γ γ γ T A.16 THEORETICAL BACKGROUND OF MASONRY MODEL page 15 / 20
Page 1 and 2: THEORETICAL BACKGROUND OF MASONRY M
Page 3 and 4: ε = ⎡ ⎣ C⎤ ⎦ σ (2) where,
Page 5 and 6: 3. Criteria for Failure for Constit
Page 7 and 8: easons. Fig.4 Example of in-plane d
Page 9 and 10: Fig.6 Cracked and deformed shape at
Page 11 and 12: APPENDIX I ORTHOTROPIC PROPERTIES O
Page 13: ε ε ε γ γ γ xxi xx yyi yy yyi
Page 17 and 18: eq ( + ) µ eq ν yx ν yzνzx λeq
Page 19 and 20: S S S hj xy hj zx hj,21 2 1 ν ⎜

THEORETICAL BACKGROUND OF MASONRY MODEL

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