Working on a pedestrian bridge with a snow melt system in the concrete deck. We need insulation under the slab for heat loss so have detailed concrete on rigid insulation on form deck and are concerned about water getting into the deck flutes and causing problems. Has anyone heard of or used...
Looking for the requirements that need to be followed for a fixed industrial stair accesssing a 'non-occupied space' in Ontario. I've been pushed toward using the Ontario Building Code section 3.4.6 which would seem to apply to an architectural stair not a maintenance access stair. I do a lot...
Have a building project with CJP field welded flange moment connections where the fabricator is using 2 backer bars one either side of the beam web at the top flange rather than an access hole to allow for a continuous backer bar. I know AWS D1.1 requires continuous backers but the web is...
Working with a fabricator that wants to do a CJP field welded flange moment connection with 2 separate backer plates either side of the beam web and no access hole thru the web at the top flange only. I know this is not in exact accordance with the procedure but seems reasonable. Should this...
Have a condition where a steel fabricator was permitted to CJP weld a continuous member and because of some changes a connecting beam now requires bolt holes directly thru the weld. Is this prohibited in the code? It's a relatively light connection so my gut reaction is that it would be fine...
Involved in a project in a non-seismic region with field welded (CJP flanges) moment connections. Erector is using backing bars and wants to leave them in-place. I see a lot of information saying this is not permitted for seismic or fatigue conditions but is it acceptable for a non-seismic...
Butting heads with a fabricator over the horizontal bracing connection shown on the attached detail. The gusset is welded on one edge and bolted on the other. I’ve told them they cannot mix bolts and welds on the gusset. Am I off base here?
Using single WT diagonal braces for a braced frame wide flange columns and beams. The WT flanges will be single shear bolted to gusset plates that are welded to the columns and beams. Should the neutral axis of the WT be aligned horizontally with the beams and columns or offest so the gusset...
Repairing an existing floor that has carpet glued directly to a single layer of 9/16" sheathing that does not have tongue and groove edges. We will be specifying a thin set underlayment product be used to cover the sheathing but are still concerned about the unsupported joints. We cannot...
I'm working for a fabricator to design moment connections for a rigid frame building. They want me to design typical end plates attaching to the web (weak axis direction) of a wide flange column. I've told them that this is not an acceptable moment connection per AISC and the engineer of...
In the current APA engineered wood guide they indicate floor sheathing is recommended to have 1/8" space at all edges and tongue and groove. How is this achieved?
When did the requirement for guards when equipment is less than 10 feet from a roof edge come into effect? Have a client who is being pressured to add guards at exisitng roof edges by union maintenance staff that are pointing out the unsafe conditions that have been in place for at least 10...
Is there any documentation (preparation, procedure, process) for the welding of structural nuts to a structural plate or member? I know it's not acceptable with tempered nuts to avoid changing heat treatment but looking specifically at not tempered A563 nut being welded to A36 plate.
Working on a large industrial project with horizontal trusses at the roof instead of using steel deck diaphragm. Designed with wide flange chords and diagonals and planned to use top and bottom gusset connections to the flanges. The roof slopes 1/4"/foot so would it be better to skew...
How should the wind loads be modeled for a building with an expansion joint that has an interior partition wall attached to one side at the joint?
Option A, assume internal pressures on each side are the same and design the wall structure for 5psf code minimum not incorporating this into the...
ASCE7-05 Fig 6-9 Design Wind Load Cases state “pressures acting on the projected area perpendicular to each principal axis”. Does this mean roof pressures are not included?
In addition, while it seems reasonable to ignore side wall pressures since they counteract each other, they can be a...
First a bridge now this...
http://www.msnbc.msn.com/id/28329144/?GT1=43001
I smell a new ASCE 7 section coming. Can't wait to get my hands on the rain on poop combination.
Just curious how other handle pojects with multiple levels and types of construction. Some seem to cut sections thru the building while others group related work.
Using sections cuts some show basement foundations on separate plans from neighboring upper level foundations while others show all...
Have a job where they are using in in-slab heat tubing ~5/8" diameter. They want the tubing on top of the welded wire fabric ~1" clear from the surface of the slab-on-grade which puts the WWF in the middle of the slab. We specify that the WWF is to be in the top 1/3 of the slab thickness.
I've...
How do others handle delegated engineered shop drawings done for more current codes than the structure was permitted under? It seems reasoable to use more current codes but in some situations the required design criteria has actually been reduced.
It doesn't feel prudent to reject them.
