See attachment for a fire wall system I used a few years ago. It will likely depend on the specific system you are using and how it was tested by the rating agency. Page 4 for this system has the clips at varying spacing depending on wall...
The Economical Joist Guide weights are Vulcraft's actual joist weights. The Standard Load Table weights are SJI standard weights, which I assume is an average of various joist manufacturers weights for a particular joist.
Agree with Mike, so use a strap (Simpson) to attach to blocking where the joists are parallel to the wall. Where they are perpendicular to the wall, strap to the joists.
For residential designs (and small commercial) here in Texas, we use stiffened (waffle) slabs alot. It allows the entire slab to move together. Depending on the soil, there may need to be some soil modification done beneath the structure. Typically either remove and replace with moisture...
Is there an existing cap plate on the column? If so, can the column be cut off just below the bottom of the new beams, and a new cap plate added? This would allow the beam to bear on the new cap plate.
Void forms are designed to completely degrade so that eventually you are left with a complete void beneath the grade beam. We use them all of the time here in Texas. We use Surevoid products, as they are wax coated and will break down more quickly than wax impregnated boxes. We also put...
You could have a saddle fabricated out of bent plate and bolt through the joists. Just be sure and bolt to the upper half of the joists to avoid the load pulling downward and splitting the beam.
This has been a topic of debate in our office. Technically skin friction cannot begin working until the end bearing is overcome. Some structural engineers use both skin friction in combination with end bearing when designing drilled shafts. In my opinion if the concrete makes good bond with...
From a code standpoint, I disagree with Ron in that you can have one pressure for the entire roof. There will be different Cp based on length from windward edge. However, it can be cumbersome to have different pressures on the roof. It would be conservative (by 3 times) to use the windward...
Per ASCE, you would have a different Cp depending on the length away from the windward edge (shown in my sketch above). For practicality and ease, you could analyze the entire roof for one pressure.
See attachment. I would consider anything past the midpoint as "leeward." The value of Cp you use depends on the distance you are from windward edge with respect to h. So, it will not necessarily be the values I stated...
It is in figure 6-6 in the row for parallel to ridge for all (theta). For the horizontal distance from windward edge, >2h is -0.3, -0.18. So, anything greater distance from the windward edge than twice the height you would use these values. Similar values are given h to 2h, etc.
What about using a topping slab? You could cast the suspended slab and then put down a waterproofing membrane to prevent cracks translating through. Then pour a topping slab on top and put sawcuts in the topping slab. You would have more control with the topping slab.
If the slab was...
JAE,
Maybe ash060 was referring to IBC 2306.2.1 where in lieu of Cr =1.15 you can use the increases given in the chart, provided you meet the associated criteria.
Component and cladding minimum pressure is 10 psf acting in either direction (+/-) normal to the surface.
In ASCE 7-05 Chapter 6 Commentary they give examples of components ...fasteners, purlins, girts, studs... So, C&C wind loads would be correct loading for stud design.
