I'd like a consensus on whether horizontal joint reinforcement is used in SDC D,E,F for special reinforced masonry walls. I am a senior structural engineer and work for a jurisdiction performing plan review in Oregon. Many times we get designs from back East and I am questioning whether a...
When I read ACI 318-11 section 21.9.5.1, I read that all vertical reinforcement must be considered effective in the sense that the vertical bars shall be relied upon for shear in two directions. I also understand this to mean that all bars shall be considered effective for the purposes of...
I tend to think of a nonlinear finite element analysis as "nonlinear" if it is a time-history analysis or dynamic analysis. I am a structural plan reviewer for a west-coast jurisdiction. I am the only engineer. The plans I'm reviewing are of a 2nd order magnified moment analysis of columns...
I have a 36 foot cantilever on a verco HSB-36, 20 gage roof deck. The depth is approximately 72' for a medical center here in Salem, OR. It is controlled by seismic design. The engineer I'm debating with on this says that the diaphragm is considered flexible under 12.3.1.1 of the ASCE 7-10...
I'm working on a project in Anaheim, CA involving cable trays and unistruts. My boss, the structural principal at our firm, recently mentioned that we should mention the evaluation report since it's in California. Well, this put a monkey wrench in everything I was doing. Not only has this...
I am performing a peer review of a qualified SE's work whereby he designed a re-entrant corner drag strut / collector beam offset about 4' from the actual corner of a tilt-up building. I have never seen this done. It would be my understanding that the collector/drag strut would need to fasten...
Do I use rho if the dynamic analysis falls between the elf and elfxrho?
ie:
Vmodal = 137 kips
Velfxrho = 167.4 kips (rho=1.3)
velf = 128.8 kips
I'm a little new to dynamic analysis with section 12.6 of ASCE 7-10, so any corrections/comments are welcome. I'm using RISA.
I'm designing a top-running bridge crane's runway beam and gantry tower support system. The bridge crane spans 94', the gantry towers (triangular lattice tower) span 25', 16', and 24'. Because I haven't designed a crane system in nearly 4 years, I am a little rusty. I have a radio/cab...
I am analyzing an ordinary moment frame of steel using the AISC Design Guide 25. I had built extensive spreadsheets to calculate stress ratios from the AISC 9th edition, appendix F, and am now getting familiar with the new design guide. I am currently struggling to find the understanding of...
Has anyone used RISA 3D for the analysis of a metal building? I am having trouble figuring out if the AISC 13th edition is ok to use? Where does the AISC address web tapered members for axial load + flexure?
The last I used RISA 3D for a metal building analysis was with spreadsheets that...
I'm trying to design my columns for SCBF's and I was wondering if I need to use the combined loading effects of chapter H utilizing the Pmax determined by the RyFyAg of the brace. I have an inverted V-type brace at the roof level, which yields a huge beam at the roof level. The AISC 341-02...
Hello all,
I am new to designing with wood construction. I am a PE and consider myself at a reasonable knowledge of designing the theoretical applications of wood structures. However, there are a few things that I'm still concerned about at my place of employment: there are times when other...
This is my first post on this website, so please be kind.
I am starting a new job on Monday, May 14th, and I'm being told that I will be working with my supervisor on a 3-story, composite beam, concentrically-braced frame of steel system for an office structure.
My experience level is...
