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The deck to joist weld is OK and the joists are OK, so the issue is the fill. Thanks for the suggestion. I will try to work with it.

The deck is 1 inch 24 gage deck and the concrete fill is 2.5 inch (3.5 inch total) light weight 4000 psi concrete with 6x6-W2.9x2.9 WWF. There is no indication that there are any studs or any other means to connect the concrete to the deck or to the joists. The buildign is in Florida and per...

I have an existing building with the roof composed from a galvanized form deck and a concrete fill. The wind uplift load is larger than the weight of the concrete. The deck is capable to resist this load. Is there any literature or data on the bonding strength between the concrete and the deck...

I worked for 2 companies, and 2-3 engineers per draftsman or structural tech who does simple layout or connection that engineer can redmark works fine.

ASCE 7-02 or ASCE 7-05 has procedure to calculate wind load on open signs. From this procedure you will find horizontal load at each sign and then horizontal force and overturning moment at top of foundation. From my experience you need to use drilled pier up to 3 or 3.5 feet diameter and...

A few years back I worked on conveyor bridge for power station. They provided all loads like weight of parts, belt and material (depending on width of belt height of material will change). In addition they provided loads for tension of belt transferred to end supports, forces on pulleys for...

Well, I will call to manufacturer, when owner tells me name of it. Thanks for "not on drawing". I did not think of it. And about noise problem, on the first floor is casino with slots and music and noise but itself. Thanks.

I got a project with a bowling alley on a second floor. Any ideas on loading? Form equipment catalog I found on line, load is about 100 psf but instalation requires use of forklift. Thanks. Mike.

With wind suction on one face and snow pile on other, treating snow as fluid, I got much bigger force than wind alone per example 3.2 of "Guide to the use of the wind load provisions of ASCE 7-02". Thanks guys, I was hopping someone knew internal friction angle of snow, to reduce fluid pressure...

But what is the load on PARAPET (not on roof) from snow drift?

I need to design 5 feet tall parapet in area of ground snow load equal to 90 psf. Snow drift is more than 5 feet. How can I find lateral snow load on parapet? Any ideas? Thanks.

As long as you have joints braced out of plain, you need only consider bending between joints. So Lb is distance between joints. And approximate moment of inertia equal to area of chords times square of distance between neutral axes (between chords) and chord center of gravity (like beam...

You need to check top and bottom chords for out of plain between supports (top chord needs to be checked only if you do not have deck). You need to provide bracing (similar to joist bridging) between joints of truss to reduce out of plain length of chords. Good luck.

According to AWS D1.3-98 Sec. 2.3.5.3 weld washers shall be used in containing the arc spot welds in sheet steel thinner than 0.028 to prevent burnback. Gage 22 is 0.0299 which is thicker tha 0.028, but probably Vulcraft had a lot of problems with gage 22, so they do not recommend it.

Hello everyone, I got comment from building department that I can not have Special moment frame for seismic load resistance in strong direction of column (with prequalified connection per FEMA 350) and regular moment connection for cantilever or for torsion restrain in weak direction of column...

According to Fig. R10.17 p. 132 of ACI 319-99, this angle might be 1 vertical to 2 horizontal. Good luck.

Call your local concrete supplier. They will give you info for early strength concrete chemistry, test history and price. We used it on some projects, but price was concern of general contractor. Good luck.

What is K-value for the columns in Dual Sistem Structure with Special Moment Frames and Eccentrically (or Concentrically) Braced Frames (System 4 Table 1617.6 p. 367 IBC-2000) ? Is Sidesway Inhibited or Uninhibited for columns in such structures? Thanks.

Ask designer to check anchors with washers provided. If he says that he needs more, use additional epoxy anchors with additional strips of plate, welded to base plates. Good luck.

If you providing shrinkage reinforcement, you may place it close to top (where shrinkage will occur). I would place it 1.5-2.0 inches from the top. Good luck.