Recent content by the_red_jeste

It has been awhile since I last designed any sheet piling - usually a contractor job that one. I am familiar with the theory behind retaining wall design, we do a fair amount of underpinning and retaining walls in the office. The learning material section looks good though, concise and clear...

yes I was going to say the 2m span for unreinforced concrete block is a little risky. overturning and sliding are jumping out at me right now! Proper cross bonding would have been preferable always - that way at least you have a honeycomb x-section and 'proper' stiffness in both planes and...

you are right in your equation for E for a simply supported beam with u.d.l. What is your section profile? rectangular? circular? since you will need a value for the stiffness I You also need to calculate your radius of gyration about each principle axis of stress (x-x & y-y) R=SQRT(Section...

the ties won't help with shear transfer they will just all a modicum of continuity between the layers of blockwork. You would need dowel bars to transfer the shear.. BS 8002 (Earth retaining structures) only allows unreinforced masonry walls up to 1.5m high without the need for buttressing or...

for an infinite length beam could you not treat the area under load as being built in at a distance away from the load? or use a plastic analysis approach with the concept of moving hinge point along an infinite beam.. take cuts at the hinges and treat as beam with imaginary built in ends (ie a...

b=width, h=depth/height for a rectangular section I =(b.h^3)/12

what are the ground conditions? does not sound like a great idea to me to use 3 skins of block with no ties every 3 courses. In fact if I was constructing it out of block I would use expamet brick mesh in the courses and fully tie the leaves together so that they all act as one mass thus...

given that the problem is one of a cantilever there will be no shear force at B since it is a free end and there is nothing for the beam end to bear upon or shear across.