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The beams will share load based on equivalent stiffness. The deflection of the beams will be the same and you can ratio equivalent thickness based on modular ratio of modulus of elasticity. If loading from the top full width, you just need to tie them together to prevent separation. If...

You need an attorney and should reopen your claim. There were a lot of "engineering reports" modified by non-engineers during the Sandy aftermath.

I have a project that has a depressed area on elevated composite structural steel framing. We kept the same slab depth throughout and depressed the steel in the bay with the depressed slab. While the shear stud installer was going through the project, he switched out longer studs on the fly in...

The "short" channels are being picked up from the jobsite and taken back to the shop. We will see if/how they can fix/save them. My comment about the welders in the field was sarcastic. I have no control over field safety measures as they have no control over my safety.

I understand the health hazards exist. I am just the EOR and the welding will be performed by a certified union welder. They are responsible for the field precautions as I will be safely in my office. Berkshire has answered my question, Thank you. The heat through from welding can damage...

I have a condition on a project where a galvanized channel was fabricated too short. They need to put a little stub on the end to close a gap and the piece is non-structal. The outside of the channel is exposed to weather, but the inside is grouted into a wall. The steel contractor is...

I need to review existing roof framing for a new roof mounted generator. I have all the manufactuer's information for the weight of the generator including the enclosure. The genenerator is for emergency use only and will have isolators to help with noise and vibration and will be mounted on a...

0.75W shows up in IBC 2009 for ASD load combination Eqn. 16-13 You are allowed to use 0.70W when calculating deflection. 1.0 for strength, 0.70W for deflection. Footnote "f" on Table 1604.3 IBC 2009.

See attached. It looks like what you need. You can get it from SJI as well. I use their forms when verifying existing joists and they are always helpful.http://files.engineering.com/getfile.aspx?folder=12169da3-60d3-4130-90ed-2cf26171bb82&file=Beth_Cold_Formed_J_and_H.pdf

You should think about the start up costs, computer hardware/software/licensing, liability insurance, health insurance, office space, misc office expenses. In this current economy you need to concern yourself with cash flow. In a normal senario for a decent sized project, you have a month of...

Thanks for the info. I am familiar with Ivany block, and maybe this is an interlocking knock-off. http://www.ivanyblock.com/ The project is in Eatontown, NJ.

I am doing a condition assessment report for a commercial building built in the mid 80's. It has a partial basement with CMU block. The wall is constructed with bed joints, but no vertical mortar joints. There is no cracking in the wall, but some minor gaps in the joints, but it looks like...

I am designing a new parapet on an existing structure. We are building the parapet up on an existing wall and providing a sloped roof behind it to support the top of the parapet since we can't develop fixity at the base. The parapet is 4 feet high and I am sloping the roof behind at 1 to 1...

Ron - All different directions and magnitudes. I believe it to be fabrication errors (beams slightly too long/too short) since it is not uniform.

ok....I am almost done with my analysis. I am getting a few more items surveyed to help determine when the movement occurred including verifying the second floor displacements and seeing if any of the column have a bend to them. If the displacement was during erection, everything is fine...

We have a small two story structure that the steel frame is out of plumb and a total of 7 columns exceed the erection tolerances of l/500 in the AISC Code of Standard Practice. The misalignment was noticed by the gage metal contractor while installing the curtain wall. They kept installing the...

install a raker if you have room and change the support conditions and cantilever length. back to the basics. when something doesn't work, review the load, review the material strength, review the support conditions.

haynewp - didn't even see the "flexural" reference. learn something new everyday. don't really understand the difference, since in a flexural member the reinf is in pure tension anyhow. i guess the code gods must know somthing we don't know. most code revision serve a purpose of...

I think the wording of the code is flawed. I am looking at the capacity of the (4) vertical bars, not the (8) total bars at the splice. So based on the way the code is written, any length less than the full lap splice means the splice has zero capacity? My uplift load is minor and less than...

http://www.army.mil/usapa/eng/DR_pubs/dr_a/pdf/tm5_809_12.pdf