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thanks

ok thanks.. where do i get his email add.. is it in south carolina website?

i am looking at alex tomanovich's excel for moment end plate design for UNSTIFFENED 8 tension bolt analysis. no. 4 equation of ASD 4-123 Ma = T x Pf is for stiffened end plate i was wondering why alex use the same equation for UNstiffened end plate shouldnt Ma be higher for UNstiffened...

approach 1 is what i am currently doing.. thanks all for your help..

dave, what if i am assuming transporter and carrier beam as infinitely rigid?

chipb, there is a compression only support also in staad that i tried similar to what you are proposing but i dont it's the right approach.. it is just giving me different iteration and re routing load path if particular support is in tension.. what am trying to do is for staad to consider the...

i have modeled it to include the frame.. i did a test run where i used very thick concrete (definitely rigid) against a relatively small load at the ends and still getting tension on 2 to 5.. looks like the closest i could to "actual" is remove 2 to 5.. unless any other good advice here..

i am designing a steel structure that will be shipped as a "whole structure" using transporter. since i cannot use uniform support in staad i used pinned supports. but it is not acting the way i wanted. anaylysis shows support reaction from 2 to 5 is under tension. staad is neglecting the...

i have an oversize holes base plate.. i weld plate washer all around.. i notice in our company standard even for 1.5" A bolt and 1.5" thick base plate.. the thickeness of plate washer is still 1/4".. i was wondering how one design plate washer against bending if column undertension.. and...

i always assign my x or vert brace as truss.. never as tension member.. should i now reconsider this approach.. what happens if the WT can actually take the compression.. should i still consider v brace as tension member only..

attached is a sample calcs.. for some reason it doesnt allow shear plate.. i use single clip angle instead.. you may follow it from there..http://files.engineering.com/getfile.aspx?folder=6db760a1-dbd6-45b1-9137-6aa3869df34e&file=shear_and_tension.txt

correction: perpendicular to the slot

i just want an opinion with the word "burr" seems like seems like there are other words to use.. no need to suspect my design.. structureEIT is correct.. am using it for expansion.. as far as perpendicular to the load, shear capacity of bolt, plate bearing, etc is ok.. thanks for all your...

can someone please check if my wording is correct for slotted holes, and feel free to revise it: Bolting shall be snug tightened (do not torque). Burr threads after nut is in place to prevent back-off.

anyone? thanks,

anyone has a sample calcs for this or a reference?