If there are rusts inside bars inside beams.. how do you remove the rusts when concrete enclosed it. And If you inject epoxy into any hairline opening and the rust is isolated, would the rust further corrode the remaining bar inside the beam? How is this thing usually handled?
This is similar...
When one say beam span, is it the clear span of the beam or the span from center of one column to another?
Does it vary with different codes?
For example. My beam has length of 5.2 meters clear span but 5.65 meters center to center of the supporting columns. So is my beam length 5.2 or 5.65...
Hi, to those who have discussed with me before about missing seismic shear strength in the building I'm managing as engineer.. I'll update you with the situation concerning attempt for shear upgrade.
Based on the designer calculations which I have seen and discussed with them. Shear from...
The manual mentioned it can solve for probable shear Vp which is equivalent to Mpr(-)+Mpr(+)/length + (1.2DL+1.6LL/2) but even if I enable UBC 97 and chose Siesmic Zone D (Special Moment Frame), I can't find where to view Vp in Shear and Moment Diagram or elsewhere, it is not the EQ load...
For concrete structures that form plastic hinges (in other words the flexural bars have yielded at the support), how are they commonly repaired?
Just curious as a construction management engineer.
This is the trajectories for principal stress for uniform load
http://imagizer.imageshack.us/v2/800x600q90/20/jyq8.jpg
I'm looking for illustration of trajectories of principal stress for concentrated load at midspan. Has anyone encountered this?
In your practice (besides Ingenuiy), how often do you encounter formworks leak? Do you put putty all over the edge? How many contractors actually do this?
Without putty covering the leak, the bottom side edge of beams can form tiny honeycomb like in the following picture...
http://img856.imageshack.us/img856/428/7cya.jpg
Has anyone encountered horizontal cracks in beam right below the slabs just like in the picture above? What could have caused it?
I always do beam pour all at one time or monolithic but I heard some engineers do it by stages especially those who don't use ready mix. For the case where the beam is poured one half first (left side) and then next day the other half (right side). There is a separation right in the middle...
What plastic or synthetic elevation compound have you used or can think up to rise up the tiles from the slabs (2 to 3 inches)? Maybe hard foam? It must be so lightweight like maybe just 5kN/m^2, this is to lessen the superimposed dead load of the floor tiles.
What particular floor elevation compound do you use to make the floor or tiles higher? In my country. 100% of construction use sand mixed with cement as the filler. See the following picture:
http://www.pbase.com/rele/image/153741119
The tiles and sand elevation load is this.
15 kn/cubic...
Probable Shear Strength is the equivalent of Probable Moment plastic strength in seismic design of a building. How many of you use the probable shear strength for shear in beams? This would require much more stirrups than normal. I notice many colleagues don't exactly follow it but uses codes...
I only designed foundations for soil and never on rock (and don't intend to as there is no rock in my vicinity) but for foundations on rock... won't the foundation just slide on the rock during seismic activity since there is no friction between them?
A round column with close spiral ties can take more ultimate load because the spiral prevents the concrete from shearing outward near ultimate axial load (Pu) and has more resistance to buckling of the longitudinal ties. What would happen if the ties in a square column is made closer too than...
when you do cement topping of waterproof membrane.. is it better to use one pour for the entire 150 square meter roof or partial? the membrane topping will be 2 inches cement mixed with fine aggregates.
What are the optimum methods to make sure the supporting foundations are able go deliver the seismic forces to very stiff soil or rock like? i usually design by usually getting the soil bearing capacity even for very stiff soil or rocklike but these are not elastic, so during seismic activities...
