DESIGN OF MASONRY STRUCTURES Part 1 ppt
DESIGN OF MASONRY STRUCTURES Part 1 ppt
... Reinforced masonry columns, using BS 5628: Part 2 10 .6 Reinforced masonry columns, using ENV 19 96 1 1 11 Prestressed masonry 11 .1 Introduction 11 .2 Methods of prestressing 11 .3 Basic theory 11 .4 A ... control: partial safety factors 12 .4 Calculation of vertical loading on walls 12 .5 Wind loading 12 .6 Design load 12 .7 Design calculation according to EC6...
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DESIGN OF MASONRY STRUCTURES Part 2 pptx
... deformation of the mortar in the bed joints of the masonry. 2. The apparent crushing strength of the unit in a standard test is not a direct measure of the strength of the unit in the masonry, since ... strength of a unit of given material increases with decrease in height because of the restraining effect of the testing machine platens on the lateral deformation of the...
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DESIGN OF MASONRY STRUCTURES Part 3 pdf
... rely on EC1 for the specification of the basis of design and actions on structures. EC6 Part 1 1 is laid out in the following six sections: • Section 1. General • Section 2. Basis of design • ... of infill concrete and reinforcing steel. Table 4.5 Partial safety factors for material properties, ␥ M (EC6) ©2004 Taylor & Francis 4.4 DESCRIPTION OF EUROCODE 6 PART 1...
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DESIGN OF MASONRY STRUCTURES Part 4 ppsx
... f k / ␥ m . (b) ENV 19 96 1 1 In ENV 19 96 1 1 the following checks are suggested: • For Group 1 masonry units, the local design bearing strength must not exceed the value derived from (5 .10 ) ©2004 Taylor ... value of the characteristic compressive strength of the masonry f k . Typically the equation takes the form (5 .11 ) Generally the calculation of ΣW involves th...
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DESIGN OF MASONRY STRUCTURES Part 5 potx
... (Fig. 5 .18 ) Load from above =1. 35× 21. 1 +1. 5×2.2= 31. 785kN/m Self-weight of wall =1. 35 17 =22.95kN/m Total vertical design load W 1 =54.735kN/m Load from slab W 2 =1. 35×4 .1+ 1.5×2.2=8.835 kN/m Eccentricity Equation ... (DL) =1. 35 ␥ f (LL) =1. 5 Design vertical loading (Fig. 5 .16 ) Loading from above (W 1 ) =1. 35 10 5 +1. 5 19 =17 0.25kN/m Load from left (W 2 ) dea...
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DESIGN OF MASONRY STRUCTURES Part 6 doc
... for steel =1. 15 • Effective plastic moment for beam=(800 10 3 )×250/ (1. 15 10 6 ) =17 4kN/m • Effective plastic moment for column =13 0kN/m • µ p =13 4 • L/h=2 These give From Fig. 8 .12 , δ p =0.25. ... values of ␣ , the q 1 /q 0 and q 2 /q 0 plots have been shown in Fig. 7.6 together with the experimental results. In the British Code of Practice BS 5628 the factors 1/...
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DESIGN OF MASONRY STRUCTURES Part 7 docx
... precludes brittle failure of the beam. 10 .2.4 Design aid Equations (10 .1) , (10 .4) and (10 .5) can be represented graphically, as shown in Figs 10 .6 and 10 .7 for particular values of f k , ␥ mm and ... reinforcement of masonry sections is limited. ©2004 Taylor & Francis 10 Reinforced masonry 10 .1 INTRODUCTION Possible methods of construction in reinforced m...
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DESIGN OF MASONRY STRUCTURES Part 8 pps
... service (11 .3) and (11 .4) From equations (11 .1) and (11 .3) we get (11 .5) (11 .6) 11 .3.3 Critical sections The conditions of equations (11 .5) and (11 .6) must be satisfied at the critical ... (This is Fig. 10 .15 Stress-strain diagram for reinforcement (ENV 19 66 1 1) . ©2004 Taylor & Francis Substituting the value of M i in equations (11 .5) and (11 .6)...
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DESIGN OF MASONRY STRUCTURES Part 9 doc
... floor C f qA e ×h/2 =1. 1× (12 69 /10 3 )× 21 3×3/2 =13 1.9kNm • 5th floor 1. 1× (12 69 /10 3 )× 21 6×3=527.6kNm • 4th floor (1. 1 12 69× 21/ 10 3 )×9×9/2 =11 87.20kNm • 3rd floor 29. 313 × (12 12 /2)= 211 0.54kNm • 2nd floor 29. 313 × (15 15 /2)=3297.70kNm ©2004 ... Francis Table 12 .3 Distribution of bending moment stresses and shear force in walls ©2004 Taylor & Francis • 1st fl...
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DESIGN OF MASONRY STRUCTURES Part 10 pps
... -10 °C to +40°C Overall contraction of wall 30 10 10 -6 ×24 10 3 =7.2mm Overall expansion of wall 40 10 10 -6 ×24 10 3 =12 .8mm The maximum movement at the top of the wall due to the sum of ... Fig. 12 .10 ) may be relieved of some of the design load, hence no further check is required. 12 .10 APPENDIX: A TYPICAL DESIGN CALCULATION FOR INTERIOR-SPAN SOLID SLAB Thi...
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