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Hi everyone, I have reading AASHTO to determine the procedure and requirements for load testing (test on completion, also know as the acceptance test) prior to giving use to the public service. However AASHTO is not clear on the requirements for this acceptance test. My last project, the...

IS there a specific codes from AASHTO or ASTM that would suggest the diameter of Tie Wire that's a minimum requirement for in-situ bridge girders. I have looked at ANSI/ASTM A82, they just referenced the cold drawn steel wire that could be used based on its tensile strength, but I am dealing...

If your specified column section and main reinforcement are symmetrical in a section cut, the major axis will not change even if you change the rotation of that column. Rebar placement is key in determining your major axis.

A cheap check you can do is a MPI, Magnetic Particle Inspection to check weld continuity. There are instances where you are allowed to join beams, these could be joined by splicing beams with a stiffened plate to the web and flanges or bolts. With respect to the welds not being on the drawing...

Dik a sketch would help out much more than you know it.

I would suggest doing a steel portal frame, either an IMF or SMF frames. For the slab, 4.7m you don’t need any filler beams however during construction, I would recommend shoring until the 28day strength is reached. In my sketch, I have the blue representing the main frame members and the red...

Firstly, what software are you using? Secondly, instead of first increasing the size of the column, check the reinforcement that was specified for the analysis and design of the columns. I’m an ETABs user so I’m familiar with Some of the errors that you might get. Like retired13 said, not sure...

The effective mass in this case would be, for example, building story effective weight lumped at the center of gravity of the building story. If the effective mass during seismic event is away from its center of gravity, you’ll have the irregularities. You could also search within asce7-10...

This is used for the purpose of estimating seismic loads, ASCE requires calculating the effective seismic weight (effective mass) which includes dead load, partitions and permanent equipment, plus 25% of the floor live load in areas used for storage. This contribution of live load as inertia...

To be safe you can add the mechanical live and snow live. The asce loaf combination have provisions for these loads. In the load combination the live load (L) on the floor would be your mechanical live and your active live(from persons). The snow load (S) as I’m load combinations are there...

JAE, I think his senario is if we look at the framing plan, he is basically resting the concrete columns and typically bolted through the lower flange with about 4 bolts. You’ll have a very rigid frame on concrete columns. I’ve actually seen this in use by local contractors here where I live in...

I have seen it in use, but for short foundation walls and they are usually reinforced with vertical bars from the footing every core, sometimes every other core. Short wall being from about 3 to 6 unit height. It economical in this instance. Seeing that they are constructing a guide. I think...

I have time history data in time (sec) vs Acceleration (g) for xyz directions. The below image is what I've done but there is no actual ref to what I've done to say that it's correct. What's your take on it

Creation of the particles is not a problem. I’ve meshed the fluid component and yes I’ve applied a very fine mesh and used the SPH conversion. I ran an analysis of the tank using an acceleration, got the simulation. Model run time was long. My only problem is converting the time history, xyz...

All the links were very helpful, thanks

is there any link where I can get the chapter 7 tables from the manual? those are the tables with bolt group eccentrics coefficients.

Is there a copy of the AISC Manual with all tables softcopy or do we have to request it. (excel table so that one could use to link spreadsheets)

How can I simulate sloshing using the smooth particle hydrodynamic method in ABAQUS? Can someone ref me to a sample procedure utlizing time history data. The problem I’m having is how do I input the time history data and specify the boundary conditions to accurately simulate sloshing.

The tittle was there. Stiffened extended shear plate. Thank you for your contribution.

I’m not from the USA, however general requirements for approval are design calculations together with analysis and drawings. You could do as you mentioned, analysis of only static forces. For this you’ll have to use the AISC 360, to size the frame and AISC design guide 4 to do simple moment...