Quick question regarding note 2 attached to Fig I-8 (C and C loads) in the NBCC structural commentary. The note states " The abscissa area in the graph is the design tributary area within the specified zone". Does that mean the tributary area for the member under consideration or the area of...
Hi I'm curious for some feedback. I've been parking at this building for the past 8 years and Monday I just noticed these cracks in the attached photos. Being a little nosy I went to the city building planning department to take a look at the permit drawings. The building was constructed in...
Working on project where a client would like to build an indoor soccer arena over 2 small indoor ice rinks. The trusses for the soccer arena are approximately 75 ft clear span and they are spaced at 5 ft oc. The trusses have double top chord and single bottom chord; the trusses are supported...
I'm trying to determine Lu for the beam in a rigid frame (tapered web), the top flange is braced laterally with purlins at every 2.5 feet and the bottom flange is braced with diagonal braces spaced at approx every 9 feet. For LTB Lu is 9 feet since the bottom flange is in compression; however...
Have a 40 ft span plate girder (riveted) approximately 5 ft deep. I need to cut a 3ft x 3 ft hole in the web. Anybody have any references? The codes only seem to apply to class 1 and 2 rolled sections.
Just recently completed a tiltup project with 10 inch panels (7" + 3" architectural face). The architect called me to say the panels had developed long horizontal cracks that penetrated the full depth of the architectural face. These cracks are not a result of deflection as I have rechecked my...
Working on a building, 4 stories (3 floors will be 10 inch hollow core slabs)which are supported on 6" ICF walls. Hollow core spans are 29 feet. The transfer slab is cast in place which will support the upper 3 floors as well as the roof, tranfer slab columns are 12"x24" spaced on 24x20 grid...
I have a multi storey stair tower running parallel to the exterior column line. Due to the location of the tower I can only brace the exterior column with the intermediate stair landing. Has anybody encountered this situation, btw the building is steel construction.
Have a situation where were modifiying an industrial building. The existing foundation consists of very large pile caps supported by timber piles, as can be seen in the attached sketch. Unfortunately my new columns also supported on piles are approximately 20 to 36" away from the edge of these...
I'm doing an investigation of a large transit building. The building consists of primarily rigid frames which on the surface look to be very light. Upon reviewing the drawings it appears the frames were designed based on wind load only. I spoke with the original engineer to confirm the...
Currently assessing the capacity of a 80 year old 112ft single span timber truss. The analysis indicates excessive deflection based on today's code. We are recommending exterior post-tensioning. Any other solutions?
This is probably too long but here goes. Some background...existing roof consisting of owsj joists spaced @5.5' spaning 42 ft. Arch needs to add 20psf DL to roof. I came up with two scenarios..1.reinforce existing owsj which is very labour intensive but cheap materials and option 2. add beams...
I've just received sketches from an architect requesting structural drawings for the canopy shown in the attached file. My first thought was to design beams spanning from each of the columns and design cantilevers with torsion. Anybody have any suggestions or comments?
Having a dispute in our office regarding concrete shear wall footings. Some guys are using large grade beams at the ends, other using individual pads which all makes sense. However some of the guys are using basically strip footings under their load bearing shear walls typically 4 to 6 storey...
In conventional two way slab construction the columns are poured first with the reinforcement extending above the slab. When the slab is poured do you consider the coonection as fixed or pinned? I have always designed the column for the unbalanced moment and axial load. A recent discussion...
Have a project where the architect wants to remodel facade of building with 4" blocks. Problem is the foundation wall consists of 3 different materials... stone, brick and concrete block. In addition the brick slopes at the base approximately 15 degrees. Anybody have any suggestions? Height...
