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Divide your factored load by 225kpa to get the area of the footing, design for shear and flexure or you could assume a footing size and then calculate factored bearing stress and compare to the uls capacity. The nbcc does not specify any service load combinations for foundation design. Similarly...

That would be my interpretation as well, however a coworker asked the NRC for an interpretation and they said it was the area of the zone and not the tributary area of the member under consideration. I also checked several older textbooks and they also use the member tributary area.

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...

Honestly, I have no idea on the timeline for the cracks. I've been parking here for the past 8 years and just noticed the cracks. I assumed the diagonal cracking indicated there might be a shear issue. I'm more curious than anything. It would appear that the 8 inch walls surround the core of...

No they only appear to be at the lower level

I have another photo that shows them 45 deg. That last photo is causing the confusion where the cracks appear to be mostly vertical. Ingenuity the floors are not post tensioned. The floor above the park axe is quite thick to accommodate a bank vault. Looking at the drawings, it looks like...

I agree, I think there is a backstay effect here. After looking thru the structural drawings it would seem that these walls were not intended to be part of the LFRS, they are only 8" thick with minimum reinforcement. I have attached another photo which shows more extensive...

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...

Why would you say strong axis buckling is a rarity, not doing any calcs I would think having a column 50 feet long combined with a moment.

Okay I get that, I have only one load combination (DL+SL), see attached moment diagram. What would you use for Lu to determine the inplane capacity?http://files.engineering.com/getfile.aspx?folder=c2836747-ab90-47ac-b2e5-349b7340304c&file=rigid_frame_001.jpg

I undertand that, I guess my question would relate to what you would use for Lu for the x axis, 9 feet, 2.5 feet or I believe it should be the full length of the beam/column. This should be so obvious but I've been looking at too long.

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.

The Arch face was cast first, the only way the arch face is attached to the structural face is via the composite pins, essentially when the panel is erected it hangs off the face of the structural panel and the ends of the panel are not closed off with concrete therefore there is no restraint...

The panel consist of a 7" thick structural face, 2" rigid insulation with composite pins at 12" oc and 3" thick architectural face. Structural face placed first cured, insulation and pins installed then architectural face placed and cured. I've designed miles of this type of wall and have never...

Yes I have reviewed field reports for reinforcement inspection they appear to be inorder and I reviewed all concrete reports and yes they all meet project specs. I'm thinking the cracking is more related to creep and the fact this is a sandwich type panel with the composite connectors of which...

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...

FYI 23 in^2 is 14387 mm^2 which is very close to 15000mm^2

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...