sachpazis_masonry-wall-panel-analysis---design,-calculations-according-to-ec2-en1996-1-12005---a1-2012-with-na-uk

GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
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www.geodomisi.com - costas@sachpazis.info
Project: Masonry Wall Panel Analysis & Design, In
accordance with EN1996-1-1:2005 + A1:2012
incorporating Corrigenda February 2006 and July
2009 and the UK national annex.
Section
Civil & Geotechnical EngineeringCalculations for
Calc.Made by
Dr. C. Sachpazis
Date
26/02/2016
Chk'd by
Job Ref.
www.geodomisi.com
Sheet no./rev. 1
Date App'd by Date
Unreinforced masonry walls subjected to lateral loading - Section 6.3
Limiting height and length to thickness ratios for walls under the serviceability limit state - Annex F
Length to thickness ratio; L / t ef = 33.335
Limiting height to thickness ratio - Figure F.1; 63.329
Height to thickness ratio; h / t ef = 21.033
PASS - Limiting height to thickness ratio is not exceeded
Design moments of resistance in panels
Considering outer leaf
Self weight at top of wall;
S wt1 = 0 kN/m
Design compressive strength of masonry; f d1 = f k1 / γ Mc = 1.045 N/mm 2
Design vertical compressive stress; σ d1 = min(γ fG × (G k1 + S wt1 ) / t 1 , 0.15 × f d1 ) = 0.048 N/mm 2
Design flexural strength of masonry parallel to bed joints
f xd11 = f xk11 / γ Mc = 0.174 N/mm 2
Apparent design flexural strength of masonry parallel to bed joints
f xd11,app = f xd11 + σ d1 = 0.222 N/mm 2
Design flexural strength of masonry perpendicular to bed joints
f xd21 = f xk21 / γ Mc = 0.478 N/mm 2
Elastic section modulus of wall; Z 1 = t 2 1 / 6 = 1666667 mm 3 /m
Moment of resistance parallel to bed joints - eq.6.15
M Rd11 = f xd11,app × Z 1 = 0.37 kNm/m
Moment of resistance perpendicular to bed joints - eq.6.15
M Rd21 = f xd21 × Z 1 = 0.797 kNm/m
Considering inner leaf
Self weight at top of wall;
S wt2 = 0 kN/m
Design compressive strength of masonry; f d2 = f k2 / γ Mc = 2.025 N/mm 2
Design vertical compressive stress; σ d2 = min(γ fG × (G k2 + S wt2 ) / t 2 , 0.15 × f d2 ) = 0 N/mm 2
Design flexural strength of masonry parallel to bed joints
f xd12 = f xk12 / γ Mc = 0.109 N/mm 2
Apparent design flexural strength of masonry parallel to bed joints
f xd12,app = f xd12 + σ d2 = 0.109 N/mm 2
Design flexural strength of masonry perpendicular to bed joints
f xd22 = f xk22 / γ Mc = 0.261 N/mm 2
Elastic section modulus of wall; Z 2 = t 2 2 / 6 = 1666667 mm 3 /m
Moment of resistance parallel to bed joints - eq.6.15
M Rd12 = f xd12,app × Z 2 = 0.181 kNm/m
Moment of resistance perpendicular to bed joints - eq.6.15
M Rd22 = f xd22 × Z 2 = 0.435 kNm/m
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